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HomeMy WebLinkAboutSummit Heights Drainage ReportDRAINAGE REPORT For SUMMIT HEIGHTS Tract Maps 15841, 15841-1, 15842, 1.5843, & 15844 FONTANA, CALIFORNIA Job No. 02148-000 October 14, 2001 Revised November 28, 2001 Revised February 21, 2002 Revised March 15, 2002 Final Report May 13, 2002 Prepared for CENTEX HOMES 2280 Wardlow Circle, Suite 150 Corona, CA 92880 (909) 279-4000 Prepared By Hall & Foreman, Inc. 1152 North Mountain Avenue, Suite 100 Upland, CA 91786 of (r v No. 31681 Z ►�r aw1 3 r c�4 OF Harold A. Garcelon, P.E. RCE #31681, Exp. 12/31/04 INV Hall & Foreman, Inc. h1lfl"In: ',U'`J:;yif'tj P,lhl; *orkS APM (0-19 -OZ W1 1j""i ej Dedicated Se Lice /96/-2VV/ Introduction Hydrology Map Hydrology (25 & 100 Year Study) Line "A" (Including the following Tracts) 2 Tracts 15841 & 15841-1 - Tract 158425842 - Tract 15843 - Tract 15844 Line `B" (Including the following) Tract 15843 Sub -Area Calculations (25 -Year Study) - Tracts 15841, & 15841-1 - Tract 15842 - Tract 15843 - Tract 15844 - Beech Avenue - Lytle Creek Road - Curtis Avenue - Sierra Lakes Parkway Street, Catch Basin, & Lateral Capacity Analysis (25 -Year Study) Tracts 15841, & 15841-1 - Tract 15842 Tract 15843 4 - Tract 15844 Beech Avenue Lytle Creek Road Curtis Avenue - Sierra Lakes Parkway Hydraulic Calculations - Line "A" (Beech Avenue) - Line `B" (Lytle Creek Road) 5 = Line "C" (Curtis Avenue & Tract 15 84 1) Line "D -P' (Sierra Lakes Parkway & Tract 15843) Line "D-2" (Sierra Lakes Parkway & Tract 15843) Line "E" (Tract 15844) Line "E-1" (Tract 15844) - Line "F" (Tract 15842) 6 Conclusion Reference Plans 7 City of Fontana Miscellaneous Reference Plates Hydrological Data Tentative Tract Maps - Caltrans Improvement Plans -Beech Avenue & Highland Channel Hydrology Map ___-------; --- - -- GHTS SUMMIT HEI '- ;, TRACT NO. 15842.'- (27 5842•'(27 LOTS) ` 26 KB HOMES;'` 1"l 2 25 t 2 NAP, f PARK SITE 70 NIKON gCle 84 3 `�- 3 4 1 5 b 8 9 LE IL 85 86 87 87'85 86 > _ ROCH S. 124 88 89 90 91 98 11 92 93 94 95 96 97 99 n� 23 1, it 106 105 100 t• 22 117 i 1,3 u �- -- p54 WNww Ti"€tTE DR. 68 66 65 64 63 62 61 60 67 143 • -.142 14114 13 13 37 136 145 f ISABEL UNE ,. 161,7T, 165 yl 168 57156155154153 130 32 "1 45 129 31 DULCINEA W 128 30 2,3 28 3 27 UPDATED: 02/26/2002 TRACT NO. 15841-1 (151 LOTS) CENTEX HOMES TRACT NO. 15841 (52 LOTS) LENNAR HOMES SUB—TOTAL: (203 LOTS) TRACT NO. 15843 (70 LOTS) LENNAR HOMES IOGLIIn n N12 TRACT NO. 15843 (98 LOTS) 21 iLENNAR HOMES 1 SIERRA LAKES PARKWAY I •ut• 1 2 3 a 5 6 7 8 9 10 11 12 101 1 102 103 104 �3 ! • • • i { ; wOOD DUCK-S7REE724 1 '• 100 N 1 36 35 34 33 32 31 37 30 29 28 27 26 25 IS ZS i 16 1 W 99 _= 56 98 •> 38 a8 49 50 51 52 S3 54 55 57 22 17 (� U j Ss 21 ROSS WAY 1z 97 .`. 40 4 i NALIARD WE. 58 U iv 9b •s 41 46 ;-66 65 64 63 62 3 59 20 �; 72 19 0 73 SUB—TOTAL: (168 LOTS) TRACT NO. 15844 (104 LOTS) CENTEX HOMES 60 95 42 45 •1 67 68 69 70 71 ' 6, IB 74 1 "= 500' 94 43 44 BRAN; DR. -�RAN7-oR. v75 TOTAL: (475 LOTS) j 500 1000 i 93 92 9, '° °' °° a7 °° 65 °' °' 82 °' '� 79 7B 77 7b EXCLUDING 27 LOTS FROM 1 HIGHLAND CHANNEL (S.8.C.r.C.D.) TRACT NO. 15842 scale feet i . U:\02148 Eng\02148-000 Areo_0\Hm\S7NA11ES HM.dwg A "Y.'1�"'Rfn$31'i`j� 3..,2«®.d`A$d :3Ta. Mor 15. 2002 - 10:51am by Chung Glenn rip=`P i r � i Pp i 4Q Jti? 111 19 112 TRACT NO. 15842.'- (27 5842•'(27 LOTS) ` 26 KB HOMES;'` 1"l 2 25 t 2 NAP, f PARK SITE 70 NIKON gCle 84 3 `�- 3 4 1 5 b 8 9 LE IL 85 86 87 87'85 86 > _ ROCH S. 124 88 89 90 91 98 11 92 93 94 95 96 97 99 n� 23 1, it 106 105 100 t• 22 117 i 1,3 u �- -- p54 WNww Ti"€tTE DR. 68 66 65 64 63 62 61 60 67 143 • -.142 14114 13 13 37 136 145 f ISABEL UNE ,. 161,7T, 165 yl 168 57156155154153 130 32 "1 45 129 31 DULCINEA W 128 30 2,3 28 3 27 UPDATED: 02/26/2002 TRACT NO. 15841-1 (151 LOTS) CENTEX HOMES TRACT NO. 15841 (52 LOTS) LENNAR HOMES SUB—TOTAL: (203 LOTS) TRACT NO. 15843 (70 LOTS) LENNAR HOMES IOGLIIn n N12 TRACT NO. 15843 (98 LOTS) 21 iLENNAR HOMES 1 SIERRA LAKES PARKWAY I •ut• 1 2 3 a 5 6 7 8 9 10 11 12 101 1 102 103 104 �3 ! • • • i { ; wOOD DUCK-S7REE724 1 '• 100 N 1 36 35 34 33 32 31 37 30 29 28 27 26 25 IS ZS i 16 1 W 99 _= 56 98 •> 38 a8 49 50 51 52 S3 54 55 57 22 17 (� U j Ss 21 ROSS WAY 1z 97 .`. 40 4 i NALIARD WE. 58 U iv 9b •s 41 46 ;-66 65 64 63 62 3 59 20 �; 72 19 0 73 SUB—TOTAL: (168 LOTS) TRACT NO. 15844 (104 LOTS) CENTEX HOMES 60 95 42 45 •1 67 68 69 70 71 ' 6, IB 74 1 "= 500' 94 43 44 BRAN; DR. -�RAN7-oR. v75 TOTAL: (475 LOTS) j 500 1000 i 93 92 9, '° °' °° a7 °° 65 °' °' 82 °' '� 79 7B 77 7b EXCLUDING 27 LOTS FROM 1 HIGHLAND CHANNEL (S.8.C.r.C.D.) TRACT NO. 15842 scale feet i . U:\02148 Eng\02148-000 Areo_0\Hm\S7NA11ES HM.dwg A "Y.'1�"'Rfn$31'i`j� 3..,2«®.d`A$d :3Ta. Mor 15. 2002 - 10:51am by Chung Glenn 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 hat will involve two separate developers, generally bounded by Beech Avenue to the �r Centex Homes and Lennar Homes. The proposed site isg west, Lytle Creek Road to the East, a 370' Miscellaneous Utility Easement to the North, and Highland Channel to the south. The post -development flow into the Highlandcopynel is controlled letter from San Bernard no County y San Bernardino County Department of Public Works. Attached is a pyext sheet) of a authorizing the Summit Heights Project to discharge "an additional discharge of 879 cfs." The attached EXHIBIT "A" indicated the "Summit Heights utility corridor, adjacent commercial, which includes 15839, 15840, 15841, 15842, 15843, 15844, 1613 y property and off-site areas southwesterly of the Tracts. The area discharges a total developed flow of 882 cfs, which is well within the allowed flow. Area "B" (shown hatched), is not part of the "Summit hanged undeveloped flows from Area Bhts Project," and will require 'einto the County approvals. The design covered by this report only discharged Highland Channel. N V1 COUNTY OF SAN BERNARDINO �/ )EPARTMENT OF PURLIL �YORKS ECONOMIC DEVELOPMENT .000 CONTROL • GIMS • REGIONAL PARKS • SURVEYOR •TRANSPORTATION •WASTE SYSTEM aK�>>� AND PUBLIC SERVICES GROUP - � 1 'hird Street San Bernardino, CA 92415-0835 (909) 387-8104 KEN A. MILLERDirector of Public Works Fax (909) 387-8130 _ �, / July 2, 2001 � �17�� 0&?f7V Mr. Richardo Sandoval d�.t Acting City Engineer File: 1-81211.00 City of Fontana 8353 Sierra Avenue Fontana, CA 92335 Dear Mr. Sandoval: Reference is made to the City's letter dated December 20, 2000, Madole and Associates letter dated ing studies: Preliminary drainage report for Tracts 15841-4 dated April 19, 2001, and the follow ort for Sierra Lakes dated February 19, 1997; and September 24, 1999; Hydrology and Hydraulics rep Summit Heights westerly drainage dated February 22, 2000. This review considers the existing capacity limitations of the San Sevaine System including Highland Channel. Ongoing development of the watershed has increased the potential of runoff into this system. We cannot recommend any additional discharges into Highland Channel until adequate downstream improvements are completed. We have consistently advocated on-site detention as a means of mitigating any increase of runoff due to development. This submittal proposes to use the detention/retention abilities of the Sierra Lakes project to mitigate the increases from both Sierra Lakes and Summit Heights. Sierra Lakes development has a total tributary arca of approximately 1066 acres. This is a combination of 540 acres on-site and 526 acres off-site. In a pre -development condition, our calculations indicate this area will generate approximately 1371 cfs in response to a 100 -year storm. We consider this as the existing or pre -project condition. Therefore, the total combined runoff from Sierra Lakes and Summit Heights developments should not exceed 1371 cfs. The submitted study indicates a possible discharge of 332 cfs from the basins and 160 efs from the commercial area for a total 100 -ye ar discharge of approximately 492 cfs. `Therefore, the Summit Heights project will be allowed an additional discharge of 879'efs (1371-492) into Highland Channel. As previously stated, we cannot recommend any ddWe recomal discharges mend onlsite dento genland tion ashanmeeans of until adequate downstream improvements arecompleted. mitigating any increase of runoff due to development. If you have any further concerns, you may contact me at (909) 387-8213. Sincerely, MICHAEL J. FOX, P. E., Chief Water Resources Division MJF:bf cc: Bill C lips Oiescri Mark Beqnq 11oard of .. 11r 1nf;111 r rl. hr l :•�f.l ls,'i rel �:t. it -I 1' rr: i...r V` zw _....... MMI A SUMMIT AVENUE VENUE Yz ij 41+ , :�♦ Y / / q/ t ,♦. V ..... _ '".:.c' `�� .` � � � Jam` • _ - _ / � , ti,r�; - 0�+tP/ /TF L , �,....,•...._:-w-'--t 214 ♦„ �3' AI ew, ♦ Pvr LLI : j r.. 4 Q` f w qfr, vLLI br s ,LLI VY , G V`< • / 4' r.� X 051 - J Z I• } ik SjL;. .i / ^ti i % } / SUMMIT HEIGITS RUN-OFF SUMMARY �� r a$. = E / TR 15839, 15840 &OFFSITE 430 cfs 340 f 84 15844 cfs // TR 1584 15842 15 3, ----- - : 85 cfs TR 16137 &OFFSITE TR 15843 TO LYTLE CREEK ROAD 27 cfs TOTAL 882 cfs , �i• t 879 cfs � ;�.,, : , � � ��,� �►. � ---� :.. - // // / / ALLOWABLE TO HIGHLAND CHANNEL ; a=< 1, } „ f ,ES PK _ - �PrSIERRA _. y --------------- 11 _. _ _M�, - --� EXHIBIT "A" ; r;: HIGHLAND -- CHANNEL _. ;,_: .- _._ M _.._ __. f I r _..____._._...._._._._ ___._._.._.......__-....__..._._... _... _ ___,_. __.,....__ _ __._... _.__ _.. __ . _.._ .. HYDROLOGY BOUNDARY „____ _.. ROU -TE_._ _ _ ___._ x'10 _ _1=REEWAY- _, _ _.... _ ._ ...._._ '..._. MA' , _ M & Fbrei=, Inc. Civil Engineering • Planning • Surveying • Pubk Woks 600 0 600 1200 1152 N. Mountain Ave. Ste. t00• Upland. CA 91786-3669.909-982-7777 stole 1 ,>= 600 feet 02-19-02 02-148-OOA 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). N HYDROLOGY Existing Conditions C 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 Two main areas are tributary to the Highland Channel, areas "A" & `B" (see sheet 3 of 4 of the Hydrology Maps). Area "A" (the proposed development) is served by the storm drain system located in Beech Avenue (Line "A") and Area `B" (future school and residential tract) is served by the storm drain system located in Lytle Creek Road (Line `B"). All surface flows will be collected via a series of catch basins connected to the storm drain network and discharge into the Highland Channel. The storm drain network consist of five (5) mainlines and serves the following: Line "A" (Beech Avenue) - Tracts 15841 (A), 15842, a portion of 15843, and 15844 Line `B" (Lytle Creek Road) - Future School, a portion of 15843, Residential Tract to the east. Line "C" (Curtis Avenue) - Tract 15841 - Tract 15841-1 - Tract 15842 Line "D" (Sierra Lakes Parkway) - Tract 15843 Line "E" (Tract 15844) A peak run-off of 237 cfs will discharge into the Highland Channel from Area "A": and a peak run-off of 232 cfs from Area `B:" for a 25 -ear storm. N 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. N 0 ._ ' _ ,' - - Y. _ �� - 4, .'Y1 F r - 6- _r �` � -. _. H Line "A" (Tracts 15841, 15841-1, 15 842,15 843, & 15 844) 0 0 A-25R.RES ++++x+++++++*RATIONAL+METHOD+HYDROLOGY+COMPUTER+PROGRAM+PACKAGE+++x++x++++++ (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-200 1 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc. 1152 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 xx + +++xx+ +++xx++++++ DESCRIPTION OF STUDY +*++xxx++++++x+xxxx+++++++ * TRACTS +15841,+15841-1, 15842, 15843, & 15844 * 25 YEAR STUDY • LINE "A" - BEECH AVENUE *xxxxxx:xx+++++xxxx+++xx xxxxxx++xxxxx+x+xxxx xxxxxx++++++xxx+++++++++xxxxxx FILE NAME: C:\aes2001\hydrosft\ratscx\A-25R.DAT TIME/DATE OF STUDY: 16:06 05/13/2002 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) II 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 1010 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 2 22.0 11.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 3 34.0 17.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 0.0150 4 40.0 20.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 0.0150 5 18.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.67 FEET as (Maximum Allowable Street Plow Depth) - (Top -of -Curb) 2. (Depth) -(Velocity) Constraint = 6.0 (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 405.00 IS CODE = 21 ____________________________________________________________________________ :1 ­RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA ­ INITIAL SUBAREA FLOW-LENGTH(FEET) - 733.00 ELEVATION DATA: UPSTREAM(FEET) = 1592.60 DOWNSTREAM(FEET) = 1577.93 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.609 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.111 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.78 0.98 0.60 32 12.61 SUBAREA AVERAGE PERVIOUS LASS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.60 SUBAREA RUNOFF(CFS) = 1.77 TOTAL AREA(ACRES) = 0.78 PEAK FLOW RATE(CFS) = 1.77 xx++++xxx++++xxx+++xxxxx++xxxxx+xxxxxx++*xxxxxx++++xxxx+++++x+xx FLOW PROCESS FROM NODE 405.00 TO NODE 410.00 IS CODE = 62 »:»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA- « » >(STREET TABLE SECTION R 1 USED)<« UPSTREAM ELEVATION(FEET) = 1577.93 DOWNSTREAM ELEVATION (FEET) = 1566.60 STREET LENGTH(FEET) = 407.00 CURB HEIGHT(INCHES) = 6.0 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) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0148 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.22 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: Page 1 A-25R.RES STREET FLOW DEPTH(FEET) = 0.30 AVERAGEH.ALFSTREETFL FLOOD WIDTH(FEET) = 8.77 AVERAGE FLOW VELOCITY (FEET/SEC.) = 3.51 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.06 STREET FLOW TRAVEL TIME(MIN.) = 1.94 TC(MIN.) = 14.54 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.855 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 4.35 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.35 SUBAREA RUNOFF(CFS) = 8.89 EFFECTIVE AREA(ACRES) = 5.13 AREA-AVERAGED FM(INCH/HR) = 0.59 AREA-AVERAGED FP(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.13 PEAK FLOW RATE(CFS) = 10.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.98 FLOW VELOCITY(FEET/SEC.) = 3.96 DEPTH-VELOCITY (FT*FT/SEC.) = 1.37 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 410.00 = 1140.00 FEET. +x++r+++++x+rx+++++xxxxr+++xxxxxxxxxxxrr++xrxxxxxxx++r++rx+++++r+rxxxx+++++r FLOW PROCESS FROM NODE 410.00 TO NODE 420.00 IS CODE = 61 ---------------------------------------------------------------------------- »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« »» (STANDARD CURB SECTION USED)­ UPSTREAM ELEVATION(FEET) = 1566.60 DOWNSTREAM ELEVATION(FEET) = 1541.40 STREET LENGTH(FEET) = 1200.00 CURB HEIGHT(INCHES) = 6.0 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) = 0.0200 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 20.66 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.35 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.58 STREET FLOW TRAVEL TIME(MIN.) = 5.97 Tc(MIN.) = 20.52 25 YEAR RAINFALL INTENSITY(INCH/BR) = 2.323 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 12.92 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.60 SUBAREA AREA(ACRES) = 12.92 SUBAREA RUNOFF(CFS) = 20.21 EFFECTIVE AREA(ACRES) = 18.05 AREA-AVERAGED Fm(INCH/HR) = 0.59 AREA-AVERAGED Fp(INCH/HR) - 0.98 AREA-AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 18.05 PEAK FLOW RATE(CFS) = 28.23 END OF SUBAREA STREET FLOW HYDRAULICS- DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 20.14 FLOW VELOCITY(FEET/SEC.) = 3.63 DEPTH*VELOCITY(FT*FT/SEC.) = 1.87 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 420.00 = 2340.00 FEET. +r+xx r +++ rx xxx xxxxx**xxx xxxxxxxxxxx++x xxxxx++xxxxxxrxxxxxx*+x x + xxxxxrx xxxxxx FLOW PROCESS FROM NODE 420.00 TO NODE 422.00 IS CODE = 41 ____________________________________________________________________________ »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«« < »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «c ELEVATION DATA:=UPSTREAM(FEET) = 1535.30 DOWNSTREAM(FEET) = 1531.99 FLOW LENGTH(FEET) = 22.11 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 8.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 23.53 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.23 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 20.53 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 422.00 = 2362.11 FEET. :*+xx+xxrxxrx: xxxxrrxxxxr:xrxxx:xx:xrrxxxxxxxxrx+rrxx*x++.x+xx++rrxxxrxr+++x FLOW PROCESS FROM NODE 422.00 TO NODE 422.00 IS CODE = 81 ____________________________________________________________________________ »» ADDITION OF SUBAREA TO MAINLINE PEAK FLOW­ MAINLINE Tc(MIN) = 20.53 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.322 SUBAREA IHSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 1-3-4 DWELLINGS/ACRE" A 0.99 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.99 SUBAREA RUNOFF(CFS) = 1.55 EFFECTIVE AREA(ACRES) = 19.04 AREA-AVERAGED Fm(INCH/HR) = 0.59 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.60 Page 2 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« »» USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «« ELEVATION DATA :=UPSTREAM(FEET) - 1519.00 DOWNSTREAM(FEET) _= 1517.90 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.85 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 47.80 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 22.51 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 430.00 = 3550.00 FEET. FLOW PROCESS FROM NODE 430.00 TO NODE 430.00 IS CODE = 81 ---------- - --------------------------- ---------------- --ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -- MAINLINE Tc(MIN) = 22.51 x 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.197 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 6.23 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 Page 3 A-25R.RES TOTAL AREA(ACRES) = 19.04 PEAK FLOW RATE(CFS) = 29.76 +=++41++++++++++ ++FLOW +PROCESS+FROM+NODE++++422*00«TO+NODE++++425.00+IS+CODE »» COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«< » >>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)-- ELEVATION DATA: UPSTREAM(FEET) = 1531.99 DOWNSTREAM(FEET) = 1524 40 FLOW LENGTH(FEET) = 577.89 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 15.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.95 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.76 PIPE TRAVEL TIME(MIN.) = 0.97 Tc(MIN.) = 21.50 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 425.00 = 2940.00 FEET. xxs++++++x+xxx xx++++««xx+xxxxxs+++++++xxxr+xxr«x«+++++xr++++++++xxxxxrrx++++ FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE = 81 ____________________________________________________________________________ » » ADDITION OF SUBAREA TO MAINLINE PEAK FLOW-- MAINLINE TC (MIN) = 21.50 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.258 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 10.13 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES)= 10.13 SUBAREA RUNOFF(CFS) = 15.26 EFFECTIVE AREA(ACRES) = 29.17 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 29.17 PEAK FLOW RATE(CFS) = 43.93 ++++++++++++++xxr+x+««+++«+xxxxr+r++++++xx+xxxx«+++++xxx+x+«+++xxxx««+++++++ FLOW PROCESS FROM NODE 425.00 TO NODE 426.00 IS CODE = 41 ________________________________________________________ » » COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA­­ UBAREA«c»» ­-USING >USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)-- LEMENT)« -ELEVATION ELEVATIONDATA: UPSTREAM(FEET) - 1524.40 DOWNSTREAM(FEET) = 1519.00 FLOW LENGTH(FEET) = 460.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 20.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.51 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 43.93 PIPE TRAVEL TIME(MIN.) = 0.73 Tc(MIN.) = 22.23 + ++LONGEST+F*OWPATH+FROM+NODE+++«400#OO+TO+NODE++++4*6.00+.++3400.00 FEET. x +NODE +426.00 «81 FLOW PROCESS FROM 426.00 TO NODE IS«CODE _ ____________________________________________________________________________ --ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « MAINLINE Tc(MIN) = 22.23 + 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.214 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 3.44 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.44 SUBAREA RUNOFF(CFS) = 5.04 EFFECTIVE AREA(ACRES) = 32.61 AREA -AVERAGED FM(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 32.61 PEAK FLOW RATE(CFS) = 47.80 ++++++++ss+ ++xx xx+xx« +«rx+rxxsr+« + +++rx++++xxxr FLOW PROCESS FROM NODE 426.00 TO NODE 430.00 IS CODE = 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« »» USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «« ELEVATION DATA :=UPSTREAM(FEET) - 1519.00 DOWNSTREAM(FEET) _= 1517.90 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.85 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 47.80 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 22.51 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 430.00 = 3550.00 FEET. FLOW PROCESS FROM NODE 430.00 TO NODE 430.00 IS CODE = 81 ---------- - --------------------------- ---------------- --ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -- MAINLINE Tc(MIN) = 22.51 x 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.197 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 6.23 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 Page 3 FLOW PROCESS FROM NODE 431.00 TO NODE 431.00 IS CODE = 81 ____________________________________________________________________________ --ADDITION OF SUBAREA TO MAINLINE PEAK FLOW - 111 MAINLINE Tc(MIN) = 22.55 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.195 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.08 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.08 SUBAREA RUNOFF(CFS) = 2.04 EFFECTIVE AREA(ACRES) = 39.92 AREA -AVERAGED FM(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 39.92 PEAK FLOW RATE(CFS) = 58.31 x+++++x++xx++x+++xx++xx++++++rx++ex+++++++x+++x++++x+x+++++++xx+rxx++xx++x88 FLOW PROCESS FROM NODE 431.00 TO NODE 432.00 IS CODE = 41 -------------------------------------------------- _------------------------- --COMPUTE ________________________» :COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA -1- . --USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) -- ELEVATION DATA: UPSTREAM(FEET) = 1517.30 DOWNSTREAM(FEET) = 1510.60 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 22.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.85 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE -FS) = 58.31 TRAVEL PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 23.07 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 432.00 = 3980.00 FEET. x +++xx+xxraxrx+xxx+++rr+rx++++++++++x+++x+•+raa+x+++x+++xxxrrx+rxr+xx++xrx+ BFL0W PROCESS FROM NODE 432.00 TO NODE 432.00 IS CODE = 81 ____________________________________________________________________________ »»:ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« - MAINLINE Tc(MIN) = 23.07 + 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.165 SUBAREA LOSS RATE DATA(AMC 1I): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.94 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREAIACRES) = 0.94 SUBAREA RUNOFF(CFS) = 1.75 EFFECTIVE AREA(ACRES) = 40.86 AREA -AVERAGED Fm(INCH/HR) = 0.56 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED AP = 0.58 TOTAL AREA(ACRES) = 40.86 PEAK FLOW RATE(CFS) = 58.99 ++ xrxrrrrr+x»r+xrxx»rx»xxx+rr+rxx»xxx+rrrrrxx+x»xxxrrxxrxx»xrx+xxr ++xaa+rxx+ FLOW PROCESS FROM NODE 432.00 TO NODE 440.00 IS CODE = 41 ------------------------------------------------- ___________________________ »»:COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA, «< »»:USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) -- ELEVATION DATA: UPSTREAM(FEET) = 1510.60 DOWNSTREAM(FEET) = 1509.60 = FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 22.3 INCHES PIPE -FLAW VELOCITY(FEET/SEC.) = 12.86 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 58.99 PIPE TRAVEL TIME(MIN.) - 0.08 Tc(MIN.) = 23.15 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 440.00 = 4040.00 FEET. + x+rxx»rrr»rxxxrxrxx++x++x++xx++xr+xrxrxx»xxrxx»»xxxrrrxrrr+xxx +xx++xx++rx rr FLOW PROCESS FROM NODE 440.00 TO NODE 440.00 IS CODE = 1 ____________________________________________________________________________ » »:DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ­ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCEN'TRATION(MIN.) = 23.15 RAINFALL INTENSITY(INCH/HR) = 2.16 AREA -AVERAGED Fm(INCH/HR) = 0.56 AREA -AVERAGED Fp(INCH/HR) = 0.98 ARFA-AvEREFFECTIVE STD Ap = 0.58 EFFECTIVE STREAM AREA(ACRES) = 40.86 Page 4 A-25R.RES SUBAREA AREA(ACRES) = 6.23 SUBAREA RUNOFF(CFS) = 9.04 EFFECTIVE AREA(ACRES) AREA -AVERAGED Fp(INCH/HR) 0.98 AREA -AVERAGED Ap = 0.60 PEAK FLOW RATE(CFS) = -;80898x+AREA#AVERAGED+Fm; INCH/HRT++++00.9++x+++ 56.34 38.84 *+ ++TOTAL +AREA*ACRES .+ FLOW PROCESS +FROM +NODE 8430.00 TO NODE 431.00 IS CODE = -----________________ 41 ----------------------------------- »»OMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « < :CSING » »:UUSER-SPECIFIED PIPESIZE (EXISTING ELEMENT) « < ELEVATION DATA: UPSTREAM(FEET) = 1517.90 DOWNSTREAM(FEET) = 1517.30 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 20.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.66 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 56.34 PIPE TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 22.55 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 431.00 = 3580.00 FEET. FLOW PROCESS FROM NODE 431.00 TO NODE 431.00 IS CODE = 81 ____________________________________________________________________________ --ADDITION OF SUBAREA TO MAINLINE PEAK FLOW - 111 MAINLINE Tc(MIN) = 22.55 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.195 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.08 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.08 SUBAREA RUNOFF(CFS) = 2.04 EFFECTIVE AREA(ACRES) = 39.92 AREA -AVERAGED FM(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 39.92 PEAK FLOW RATE(CFS) = 58.31 x+++++x++xx++x+++xx++xx++++++rx++ex+++++++x+++x++++x+x+++++++xx+rxx++xx++x88 FLOW PROCESS FROM NODE 431.00 TO NODE 432.00 IS CODE = 41 -------------------------------------------------- _------------------------- --COMPUTE ________________________» :COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA -1- . --USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) -- ELEVATION DATA: UPSTREAM(FEET) = 1517.30 DOWNSTREAM(FEET) = 1510.60 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 22.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.85 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE -FS) = 58.31 TRAVEL PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 23.07 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 432.00 = 3980.00 FEET. x +++xx+xxraxrx+xxx+++rr+rx++++++++++x+++x+•+raa+x+++x+++xxxrrx+rxr+xx++xrx+ BFL0W PROCESS FROM NODE 432.00 TO NODE 432.00 IS CODE = 81 ____________________________________________________________________________ »»:ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« - MAINLINE Tc(MIN) = 23.07 + 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.165 SUBAREA LOSS RATE DATA(AMC 1I): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.94 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREAIACRES) = 0.94 SUBAREA RUNOFF(CFS) = 1.75 EFFECTIVE AREA(ACRES) = 40.86 AREA -AVERAGED Fm(INCH/HR) = 0.56 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED AP = 0.58 TOTAL AREA(ACRES) = 40.86 PEAK FLOW RATE(CFS) = 58.99 ++ xrxrrrrr+x»r+xrxx»rx»xxx+rr+rxx»xxx+rrrrrxx+x»xxxrrxxrxx»xrx+xxr ++xaa+rxx+ FLOW PROCESS FROM NODE 432.00 TO NODE 440.00 IS CODE = 41 ------------------------------------------------- ___________________________ »»:COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA, «< »»:USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) -- ELEVATION DATA: UPSTREAM(FEET) = 1510.60 DOWNSTREAM(FEET) = 1509.60 = FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 22.3 INCHES PIPE -FLAW VELOCITY(FEET/SEC.) = 12.86 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 58.99 PIPE TRAVEL TIME(MIN.) - 0.08 Tc(MIN.) = 23.15 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 440.00 = 4040.00 FEET. + x+rxx»rrr»rxxxrxrxx++x++x++xx++xr+xrxrxx»xxrxx»»xxxrrrxrrr+xxx +xx++xx++rx rr FLOW PROCESS FROM NODE 440.00 TO NODE 440.00 IS CODE = 1 ____________________________________________________________________________ » »:DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ­ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCEN'TRATION(MIN.) = 23.15 RAINFALL INTENSITY(INCH/HR) = 2.16 AREA -AVERAGED Fm(INCH/HR) = 0.56 AREA -AVERAGED Fp(INCH/HR) = 0.98 ARFA-AvEREFFECTIVE STD Ap = 0.58 EFFECTIVE STREAM AREA(ACRES) = 40.86 Page 4 A-25R.RES +wxxxxxxxxxx+xxxxxxxxwwwxwx:.xxxxxxxxxxxwwwwxww++xwxxw+x.x++:++++++++:+++++. FLOW PROCESS FROM NODE 380.00 TO NODE 385.00 IS CODE = 61 ---------------------------------------------------------------------------- > » COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA-« »»>(STANDARD CURB SECTION USED) « cc< UPSTREAM ELEVATION(FEET) = 1518.00 DOWNSTREAM ELEVATION(FEET) = 1516.30 STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 ® DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 Page 5 TOTAL STREAM AREA(ACRES) = 40.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 58.99 ® +-FLOW+PROCESS+FROM+NODE*+w+370;00*TO*NODEwww+375.00+IS-CODE++ww21+w++++ww++ ____________________________________________________________________________ »RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «c »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ___________________________________________ _________________________________________ INITIAL SUBAREA FLOW-LENGTH(FEET) = 700.00 ELEVATION DATA: UPSTREAM(FEET) = 1544.50 DOWNSTREAM(FEET) = 1527.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.840 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.230 SUBAREA Tc AND LOSS RATE DATA (AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.62 0.98 0.60 32 11.84 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 6.24 TOTAL AREA(ACRES) = 2.62 PEAK FLOW RATE(CFS) = 6.24 xxxxxx++www++www+-www+wx+w+wwxw wwx+xxx+xxw+xw+xxxwxxxwxwxwww+++www>+++xx++xx FLOW PROCESS FROM NODE 375.00 TO NODE 380.00 IS CODE = 62 _________________________________________________________ »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < ___ » » (STREET TABLE SECTION # 5 USED) « « UPSTREAM ELEVATION(FEET) = 1527.00 DOWNSTREAM ELEVATION(FEET) __________ = 1518.00 STREET LENGTH (FEET)= 400.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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 Mannings FRICTION FACTOR for Back -of -Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.67 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.65 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.46 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.17 STREET FLOW TRAVEL TIME(MIN.) = 1.93 Tc(MIN.) = 13.77 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.951 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL =3-4 DWELLINGS/ACRE" A 2.28 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.28 SUBAREA RUNOFF(CFS) = 4.85 EFFECTIVE AREA(ACRES) = 4.90 AREA -AVERAGED FM(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) = 10.43 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.50 FLOW VELOCITY(FEET/SEC.) = 3.62 DEPTH*VELOCITY(FT*FT/SEC.) = 1.29 LONGEST FLOWPATH FROM NODE 370.00 TO NODE 380.00 = 1100.00 FEET. wxwxxxx.xxxxxxxxxxxwwww++wwwwwwww++wwxxxxxxxx++++xr++xxxx+xx+wwwwwxwwxx+wwxw FLOW PROCESS FROM NODE 380.00 TO NODE 380.00 IS CODE = 81 -------------------------------------------------------------------- ——ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « MAINLINE Tc(MIN) = 13.77 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.951 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE° A 3.30 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 7.03 EFFECTIVE AREA(ACRES) = 8.20 AREA -AVERAGED F,(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 17.46 +wxxxxxxxxxx+xxxxxxxxwwwxwx:.xxxxxxxxxxxwwwwxww++xwxxw+x.x++:++++++++:+++++. FLOW PROCESS FROM NODE 380.00 TO NODE 385.00 IS CODE = 61 ---------------------------------------------------------------------------- > » COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA-« »»>(STANDARD CURB SECTION USED) « cc< UPSTREAM ELEVATION(FEET) = 1518.00 DOWNSTREAM ELEVATION(FEET) = 1516.30 STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 ® DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 Page 5 A-25R.RES 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) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 18.34 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.14 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.51 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.26 STREET FLOW TRAVEL TIME(MIN.) = 1.13 TC(MIN.) = 14.90 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.814 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.88 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.88 SUBAREA RUNOFF(CFS) = 1.77 EFFECTIVE AREA(ACRES) = 9.08 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 9.08 PEAK FLOW RATE(CFS) = 18.22 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.50 BALFSTREET FLOOD WIDTH(FEET) = 18.08 FLOW VELOCITY(FEET/SEC.) = 2.51 DEPTH*VELOCITY(FT*FT/SEC.) = 1.26 LONGEST FLOWPATH FROM NODE 370.00 TO NODE 385.00 = 1270.00 FEET. ++++++++++++xxxx+xxxx+x+x+x+++x++x+++++++++++++++++++++++x++++xx FLOW PROCESS FROM NODE 385.00 TO NODE 390.00 IS CODE = 41 --COMPUTE COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ..... »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)­­ ---- LEMENT)« ELEVATION DATA: UPSTREAM(FEET) = 1511.10 DOWNSTREAM(FEET) = 1510.08 FLOW LENGTH(FEET) = 182.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 16.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.40 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.22 PIPE TRAVEL TIME(MIN.) = 0.47 TC(MIN.) = 15.37 LONGEST FLOWPATH FROM NODE 370.00 TO NODE 390.00 = 1452.00 FEET. FLOW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE = 81 _________________________________________________ — —ADDITION OF SUBAREA TO MAINLINE PEAK FLOW­­ ------------------------ MAINLINE LOW< «________________________MAINLINE Tc(MIN) = 15.37 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.762 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 6.79 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 6.79 SUBAREA RUNOFF(CFS) = 13.30 EFFECTIVE AREA(ACRES) = 15.87 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 15.87 PEAK FLOW RATE(CFS) = 31.09 xx+xx++*xxxx+x++xxx+xxx+++***xxxx+++++**xxxx+xxx+:xxxx+x+xxx++++ FLOW PROCESS FROM NODE 390.00 TO NODE 440.00 IS CODE = 41 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« » >USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< ___________ ELEVATION DATA: UPSTREAM(FEET) = 1510.08 DOWNSTREAM(FEET) = 1509.60 FLOW LENGTH(FEET) = 205.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.07 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.09 PIPE TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 16.04 LONGEST FLOWPATH FROM NODE 370.00 TO NODE 440.00 = 1657.00 FEET. +***xxxx+++++xxx+x++xx++++++xx+++++++++++x+++++xxx+xxx++xxxx++++ FLOW PROCESS FROM NODE 440.00 TO NODE 440.00 IS CODE = 1 ____________________________________________________-___ »» DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- ­ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.04 RAINFALL INTENSITY(INCH/HR) = 2.69 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 15.87 TOTAL STREAM AREA(ACRES) = 15.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.09 Page 6 A-25R.RES FLOW PROCESS FROM NODE 350.00 TO NODE 355.00 IS CODE = 21 ____________________________________________ _-_-___________ » » RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « < »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA­ -------------------------------------------------- UBAREA« __________________- -- -_--_____________________-- INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1589.50 DOWNSTREAM(FEET) = 1560.61 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 22.733 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.184 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "CHAPARRAL,NARROWLEAF" A 7.41 0.76 1.00 55 22.73 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.76 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 9.50 TOTAL AREA(ACRES) = 7.41 PEAK FLOW RATE(CFS) = 9.50 FLOW PROCESS FROM NODE 355.00 TO NODE 357.00 IS CODE = 52 --COMPUTE NATURAL VALLEY CHANNEL FLOW« « »» TRAVELTIME THRU SUBAREA« «< ELEVATION DATA: UPSTREAM(FEET) = 1560.61 DOWNSTREAM(FEET) = 1551.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 540.00 CHANNEL SLOPE = 0.0178 CHANNEL FLOW THRU SUBAREA(CFS) = 9.50 FLOW VELOCITY(FEET/SEC) = 3.29 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.73 Tc(MIN.) = 25.47 LONGEST FLOWPATH FROM NODE 350.00 TO NODE 357.00 = 1540.00 FEET. FLOW PROCESS FROM NODE 357.00 TO NODE 357.00 IS CODE = 81 ____________________________________________________________________________ ——ADDITION OF SUBAREA TO MAINLINE PEAK FLOW-- LOW« ---------- --- ============= ---------------------- =_===_==================-== ______________________________________________________________-__MAINLINE Tc(MIN) = 25.47 MAINLINE * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.040 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "CHAPARRAL,NARROWLEAF" A 4.40 0.76 1.00 55 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.76 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = 5.07 EFFECTIVE AREA(ACRES) = 11.81 AREA -AVERAGED Fm(INCH/HR) = 0.76 AREA -AVERAGED Fp(INCH/HR) = 0.76 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 11.81 PEAK FLOW RATE(CFS) = 13.61 FLOW PROCESS FROM NODE 357.00 TO NODE 360.00 IS CODE = 62 ___________________________________________________ »COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « »» (STREET TABLE SECTION # 4 USED)< « <c UPSTREAM ELEVATION(FEET) = 1551.00 DOWNSTREAM ELEVATION(FEET) = 1549.40 STREET LENGTH(FEET) = 70.00 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 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.82 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) - 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.88 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.89 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.49 STREET FLOW TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 25.77 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.026 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.25 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 0.43 EFFECTIVE AREA(ACRES) = 12.06 AREA -AVERAGED Fm(INCH/HR) = 0.75 AREA -AVERAGED Fp(INCH/HR) = 0.76 AREA -AVERAGED Ap = 0.98 TOTAL AREA(ACRES) = 12.06 PEAK FLOW RATE(CFS) = 13.89 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.88 FLOW VELOCITY(FEET/SEC.) = 3.91 DEPTH*VELOCITY(FT*FT/SEC.) = 1.50 LONGEST FLOWPATH FROM NODE 350.00 TO NODE 360.00 = 1610.00 FEET. ++++++++++++++++++++++++xx+++x+++xxxx+++x++xrx++++++»»x++xxxxx»x+xxx++++++++ FLOW PROCESS FROM NODE 360.00 TO NODE 360.00 IS CODE = 81 Page 7 A-25R.RES --;» ADDITION-OF- SUBAREA -TO- MAINLINE -PEAK _FLOWoc<__________________ MAINLINE Tc(MIN) - 25.77 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.026 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 5.40 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 5.40 SUBAREA RUNOFF(CFS) = 7.00 EFFECTIVE AREA(ACRES) = 17.46 AREA-AVERAGED Fm(INCH/HR) = 0.70 AREA-AVERAGED Fp(INCH/HR) = 0.81 AREA-AVERAGED Ap = 0.86 TOTAL AREA(ACRES) = 17.46 PEAK FLOW RATE(CFS) = 20.89 FLOW PROCESS FROM NODE 360.00 TO NODE 365.00 IS CODE = 62 ---------------------------------------------------------------------------- » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«< » >(STREET TABLE SECTION # 4 USED) «« UPSTREAM ELEVATION(FEET) = 1549.40 DOWNSTREAM ELEVATION(FEET) = 1542.80 STREET LENGTH(FEET) = 550.00 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 --TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.93 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH WEET) = 17.58 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.42 PRODUCT OF DEPTH&VELOCITY(FT+FT/SEC.) = 1.63 STREET FLOW TRAVEL TIME(MIN.) = 2.68 Tc(MIN.) = 28.45 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.909 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.27 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.27 SUBAREA RUNOFF(CFS) = 2.07 EFFECTIVE AREA(ACRES) = 18.73 AREA-AVERAGED Fm(INCH/HR) = 0.66 AREA-AVERAGED Fp(INCH/HR) = 0.81 AREA-AVERAGED Ap = 0.81 TOTAL AREA(ACRES) = 18.73 PEAK FLOW RATE(CFS) = 21.12 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.29 FLOW VELOCITY(FEET/SEC.) = 3.40 DEPTH- VELOCITY(FT+FT/SEC.) = 1.60 LONGEST FLOWPATH FROM NODE 350.00 TO NODE 365.00 = 2160.00 FEET. FLOW PROCESS FROM NODE 365.00 TO NODE 440.00 IS CODE = 41 ____________________________________________________________________________ > »>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA—— ­­USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) — — ELEVATION DATA: UPSTREAM(FEET) = 1534.50 DOWNSTREAM(FEET) = 1509.60 FLAW LENGTH(FEET) = 830.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 11.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.39 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.12 PIPE TRAVEL TIME(MIN.) = 1.12 Tc(MIN.) = 29.57 LONGEST FLOWPATH FROM NODE 350.00 TO NODE 440.00 = 2990.00 FEET. x xxxxxxxxxx+xx+xxxxxxxx+x»xxxx+xxxx xxxxxxxxxxxx xxxx++++»»xxxxxxxx+++x x FLOW- PROCESS FROM NODE 440.00 TO NODE 440.00 IS CODE = 81 ____________________________________________________________________________ »» ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«< MAINLINE Tc(MIN) = 29.57 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.865 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 2.24 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.10 SUBAREA AREA(ACRES) = 2.24 SUBAREA RUNOFF(CFS) = 3.56 EFFECTIVE AREA(ACRES) = 20.97 AREA-AVERAGED Fm(INCH/HR) = 0.60 AREA-AVERAGED Fp(INCH/HR) = 0.81 AREA-AVERAGED Ap = 0.74 TOTAL AREA(ACRES) = 20.97 PEAK FLOW RATE(CFS) = 23.95 ++--xxxx ++xxxx+ +»»xxx +++++ +---xxxx xxxx ++xx xxxx+x+xxxxxxxxx x++++ +++ x xx++ xx x++ FLOW PROCESS FROM NODE 440.00 TO NODE 440.00 IS CODE = 1 ____________________________________________________________________________ , »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCEc« »» AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES­­ Page 8 A-25R.RES TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 2957 RAINFALL INTENSITY(INCH/HR) = 1..87 - AREA -AVERAGED Fm(INCH/HR) 0.60 AREA -AVERAGED Fp(INCH/HR) = 0.81 AREA -AVERAGED Ap = 0.74 EFFECTIVE STREAM AREA(ACRES) = 20.97 TOTAL STREAM AREA(ACRES) = 20.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.95 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 58.99 23.15 2.161 0.98( 0.56) 0.58 40.9 400.00 2 31.09 16.04 2.692 0.98( 0.59) 0.60 15.9 370.00 3 23.95 29.57 1.865 0.81( 0.60) 0.74 21.0 350.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 107.03 16.04 2.692 0.93( 0.57) 0.62 55.6 370.00 2 105.35 23.15 2.161 0.931 0.57) 0.62 73.1 400.00 3 90.95 29.57 1.865 0.92( 0.58) 0.62 77.7 350.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 107.03 Tc(MIN.) = 16.04 EFFECTIVE AREA(ACRES) = 55.57 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.62 TOTAL AREA(ACRES) = 77.70 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 440.00 = 4040.00 FEET. FLOW PROCESS FROM NODE 440.00 TO NODE 441.00 IS CODE = 41 --COMPUTE COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < » > USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)-- ----------- LEMENT)< «« ELEVATION DATA: UPSTREAM(FEET) = 1509.60 DOWNSTREAM(FEET) = 1505.38 FLOW LENGTH(FEET) = 290.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.92 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 107.03 PIPE TRAVEL TIME(MIN.) = 0.35 TC(MIN.) = 16.39 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 441.00 = 4330.00 FEET. ..FLOW+PROCESSr FROM+NODE..xx441_00rT0+NODExw+*441_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.) = 16.39 RAINFALL INTENSITY(INCH/HR) = 2.66 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.62 EFFECTIVE STREAM AREA(ACRES) = 55.57 TOTAL STREAM AREA(ACRES) = 77.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 107.03 FLOW PROCESS FROM NODE 391.00 TO NODE 392.00 IS CODE = 21 ____________________________________________________________________________ »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS. c« »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA FLOW-LENGTH(FEET) = 720.00 ELEVATION DATA: UPSTREAM(FEET) = 1516.50 DOWNSTREAM(FEET) = 1510.00 TC = K*((LENGTH** 3.00)/(ELEVATION CHANGE)) -0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 18.706 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.455 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "GRASS" A 6.63 0.60 1.00 67 18.71 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) 11.08 TOTAL AREA(ACRES) = 6.63 PEAK FLOW RATE(CFS) = 11.08 x.x.xxx.rxx+++xrrxxxxw+..xxxx+x+r.xxx..+xw.+rrx...x++++++xxxrxx+++++++xx+xxx FLOW PROCESS FROM NODE 392.00 TO NODE 393.00 IS CODE = 31 ____________________________________________________________________________ »» COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < »» USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)-- ELEVATION LOW)-«ELEVATION DATA: UPSTREAM (FEET) = 1508.00 DOWNSTREAM(FEET) = 1506.74 FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.75 Page 9 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« . »» USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)..... ELEVATION DATA: UPSTREAM(FEET) = 1506.74 DOWNSTREAM(FEET) = 1506.50 FLOW LENGTH(FEET) = 260.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 2.98 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.11 PIPE TRAVEL TIME(MIN.) = 1.45 TC(MIN.) = 20.50 LONGEST FLOWPATH FROM NODE 391.00 TO NODE 394.00 = 1120.00 FEET. ++++++++xrxrxxxxxxx++rxr++x++rxxxrrrrrrxxxrxxxx++++++++++++++++++x++xrxrx+++ FLOW PROCESS FROM NODE 394.00 TO NODE 394.00 IS CODE = 81 ____________________________________________________________________________ - -ADDITION OF SUBAREA TO MAINLINE PEAK FLOW-­ MAINLINE LOW«« .MAINLINE Tc(MIN) = 20.50___________________________________________-'___ * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.324 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.44 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.44 SUBAREA RUNOFF(CFS) = 0.88 EFFECTIVE AREA(ACRES) = 8.59 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.61 AREA -AVERAGED Ap = 0.79 TOTAL AREA(ACRES) = 8.59 PEAK FLOW RATE(CFS) = 14.22 +++xxrxxrxxxxxxx+x++++rrr+rxx:rxrx xxrrxxxr++x+++++++++++++++x++: FLOW PROCESS FROM NODE 394.00 TO NODE 441.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-- - -USING -USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)..«. ELEVATION DATA: UPSTREAM(FEET) = 1506.50 DOWNSTREAM(FEET) = 1505.40 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.24 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.22 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 20.68 LONGEST FLOWPATH FROM NODE 391.00 TO NODE 441.00 = 1205.00 FEET. +r xx xrrrrr xrrrrrxxxrxxxx+xx++++++xr+++rxxxxx+x++++++++rrxxrx xrr rxrxrrxxxx+xx FLOW PROCESS FROM NODE 441.00 TO NODE 441.00 IS CODE = 1 ______________________________________________________ ______________ --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE.-, --AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« - TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 20.68 RAINFALL INTENSITY(INCH/HR) = 2.31 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.61 AREA -AVERAGED Ap = 0.79 EFFECTIVE STREAM AREA(ACRES) = 8.59 TOTAL STREAM AREA(ACRES) = 8.59 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.22 * CONFLUENCE DATA ** xSTREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 107.03 16.39 2.658 0.93( 0.57) 0.62 55.6 370.00 1 105.35 23.49 2.141 0.93( 0.57) 0.62 73.1 400.00 1 90.95 29.92 1.852 0.92( 0.58) 0.62 77.7 350.00 2 14.22 20.68 2.312 0.61( 0.48) 0.79 8.6 391.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ® CONFLUENCE FORMULA USED FOR 2 STREAMS. Page 10 A-25R.RES ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.08 PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 19.05 C LONGEST FLOWPATH FROM NODE 391.00 TO NODE 393.00 = 860.00 FEET. ++++x+xxxxx+++++++++++xxxxxxxx+++++++++++++++++++++++++++xxxxx++++++++x+x+++ FLOW PROCESS FROM NODE 393.00 TO NODE 393.00 IS CODE = 81 ---------------------------------------------------------------------------- » -ADDITION OF SUBAREA TO MAINLINE PEAK FLOW-- - ==MASNLINE Tc (MIN) = 19.05____________________________________________ * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.428 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.52 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Pp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.52 SUBAREA RUNOFF(CFS) = 3.19 EFFECTIVE AREA(ACRES) = 8.15 AREA -AVERAGED FM(INCH/HR) = 0.50 AREA -AVERAGED Fp(INCH/HR) = 0.61 AREA -AVERAGED Ap = 0.83 TOTAL AREA(ACRES) = 8.15 PEAK FLOW RATE(CFS) = 14.11 xxx+x+++++++++xxxxxxx+++++++x+x++x++xxxx:xxxxxxxxxxxxx+x++++++++++xxxrxxxxxx FLOW PROCESS FROM NODE 393.00 TO NODE 394.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« . »» USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)..... ELEVATION DATA: UPSTREAM(FEET) = 1506.74 DOWNSTREAM(FEET) = 1506.50 FLOW LENGTH(FEET) = 260.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 2.98 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.11 PIPE TRAVEL TIME(MIN.) = 1.45 TC(MIN.) = 20.50 LONGEST FLOWPATH FROM NODE 391.00 TO NODE 394.00 = 1120.00 FEET. ++++++++xrxrxxxxxxx++rxr++x++rxxxrrrrrrxxxrxxxx++++++++++++++++++x++xrxrx+++ FLOW PROCESS FROM NODE 394.00 TO NODE 394.00 IS CODE = 81 ____________________________________________________________________________ - -ADDITION OF SUBAREA TO MAINLINE PEAK FLOW-­ MAINLINE LOW«« .MAINLINE Tc(MIN) = 20.50___________________________________________-'___ * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.324 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.44 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.44 SUBAREA RUNOFF(CFS) = 0.88 EFFECTIVE AREA(ACRES) = 8.59 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.61 AREA -AVERAGED Ap = 0.79 TOTAL AREA(ACRES) = 8.59 PEAK FLOW RATE(CFS) = 14.22 +++xxrxxrxxxxxxx+x++++rrr+rxx:rxrx xxrrxxxr++x+++++++++++++++x++: FLOW PROCESS FROM NODE 394.00 TO NODE 441.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-- - -USING -USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)..«. ELEVATION DATA: UPSTREAM(FEET) = 1506.50 DOWNSTREAM(FEET) = 1505.40 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.24 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.22 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 20.68 LONGEST FLOWPATH FROM NODE 391.00 TO NODE 441.00 = 1205.00 FEET. +r xx xrrrrr xrrrrrxxxrxxxx+xx++++++xr+++rxxxxx+x++++++++rrxxrx xrr rxrxrrxxxx+xx FLOW PROCESS FROM NODE 441.00 TO NODE 441.00 IS CODE = 1 ______________________________________________________ ______________ --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE.-, --AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« - TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 20.68 RAINFALL INTENSITY(INCH/HR) = 2.31 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.61 AREA -AVERAGED Ap = 0.79 EFFECTIVE STREAM AREA(ACRES) = 8.59 TOTAL STREAM AREA(ACRES) = 8.59 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.22 * CONFLUENCE DATA ** xSTREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 107.03 16.39 2.658 0.93( 0.57) 0.62 55.6 370.00 1 105.35 23.49 2.141 0.93( 0.57) 0.62 73.1 400.00 1 90.95 29.92 1.852 0.92( 0.58) 0.62 77.7 350.00 2 14.22 20.68 2.312 0.61( 0.48) 0.79 8.6 391.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ® CONFLUENCE FORMULA USED FOR 2 STREAMS. Page 10 »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA- »» :USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «« ELEVATION DATA: UPSTREAM(FEET) = 1479.20 DOWNSTREAM(FEET) = 1470.00 FLOW LENGTH(FEET) = 690.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 32.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.39 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) 165.87 PIPE TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = 21.74 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 650.00 = 7170.00 FEET. FLOW PROCESS FROM NODE 650.00 TO NODE 650.00 IS CODE = 81 ---------------- ------ ------ --- --ADDITIO --------ADDITION OF SUBAREA TO MAINLINE PEAK FLOW - MAINLINE Tc (MIN) = 21.74 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.243 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.52 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) 1.52SUBAREA RUNOFF(CFS) = 2.94 EFFECTIVE AREA(ACRES) = 102.79 AREA -AVERAGED Fm(INCH/HR) = 0.53 ARE Fp(INCH/HR) = 0.91 AREA -AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 119.88 PEAK FLOW RATE(CFS) = 165.87 NOTE: PEAK FLAW RATE DEFAULTED TO UPSTREAM VALUE +xxx ax x xxxx xxxx:xxxx>xxxxxxxxx:xxxx:xxxx»xxx:xxxx+xxxx>xxa++xxxx+++x FLOW PROCESS FROM NODE 650.00 TO NODE 650.00 IS CODE = 15.1 ----------------------------------- __------------- ______---- ___------------- »»:DEFINE MEMORY BANK # 3 ««c PEAK FLOWRATE TABLE =FILE NAME: C:\aes200l\hydrosft\ratscx\A4-25.DNA Awlk MEMORY BANK # 3 DEFINED AS FOLLOWS: STREAM Q Tc Fp(Fm) Ap As HEADWATER Page 12 A-25R.RES xx+axa++xxa+++axxa+aa+a+xa+aaaax asaa+xxa++++++aaa+x+++++x+++axx++++xxxxxx+a+ FLOW PROCESS FROM NODE 560.00 TO NODE 560.00 IS CODE = SO _________________________________________________ »» :MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 « «< xa+aax+xx+a+a+axxaaa++xxa++a+axxaa++xa++aa+xxx++axxaaaxx+++++++++++>xa+aaaa+ FLOW PROCESS FROM NODE 560.00 TO NODE 560.00 IS CODE = 15.1 ____________________________________________________________________________ » »:DEFINE MEMORY BANK # 2 « «< PEAK FLOWRATE TABLE FILE NAME: C:\aes2ool\hydrosft\ratscx\A3-A25.DNA MEMORY BANK # 2 DEFINED AS FOLLOWS: STREAM Q Tc Fp(Fm) Ap AsHEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (ACRES) NODE 1 45.49 20.12 0.98( 0.54) 0.55 27.8 501.00 TOTAL AREA(ACRES) = 27.83 x+xxa+>++xxx+x++xxxxxxxxxxxaxaxxx+aaxxxx+»>xxa+axxaaaxxx++a+xx++aa+xxa+aaaa FLOW PROCESS FROM NO 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 As HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 120.44 17.76 2.533 0.89( 0.54) 0.60 66.6 37000 . 2 120.33 22.04 2.225 0.89( 0.54) 0.61 79.0 391. 00 3 118.67 24.86 2.070 0.89( 0.54) 0.61 86.0 400.00 4 102.75 31.35 1.8010.88( 0.54) 0.62 90.5 350.00 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 560.00 = 5650.00 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 45.49 20.12 2.350 0.98( 0.54) 0.55 27.8 501.00 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 560.00 = 2819.00 FEET. ** PEAK FLOW RATE TABLE** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER(CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 164.64 17.76 2.533 0.91( 0.54) 0.59 91.2 370.00 2 165.87 20.12 2.350 0.91( 0.54) 0.59 101.3 501.00 3 162.68 22.04 2.225 0.91( 0.54) 0.59 106.8 391.00 4 157.11 24.86 2.070 0.91( 0.54) 0.60 113.8 400.00 5 134.45 31.35 1.801 0.90( 0.54) 0.60 118.4 350.00 TOTAL AREA(ACRES) = 118.36 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 165.87 TC(MIN.) = 20.116 EFFECTIVE AREA(ACRES) = 101.27 AREA -AVERAGED FM(INCH/HR) = 0.54 AREA -AVERAGED Fp(INCH/HR) = 0.90 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 118.36 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 560.00 = 5650.00 FEET. a+a x» a+ x>xxxxx>xxx++>xxxaaaxxax++>xx+aaxxxa++xx+aa>x++a++xxxa++ FLOW *PROCESS FROM *NODE 560.00 TO NODE 650.00 IS CODE = 41 »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA- »» :USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «« ELEVATION DATA: UPSTREAM(FEET) = 1479.20 DOWNSTREAM(FEET) = 1470.00 FLOW LENGTH(FEET) = 690.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 32.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.39 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) 165.87 PIPE TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = 21.74 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 650.00 = 7170.00 FEET. FLOW PROCESS FROM NODE 650.00 TO NODE 650.00 IS CODE = 81 ---------------- ------ ------ --- --ADDITIO --------ADDITION OF SUBAREA TO MAINLINE PEAK FLOW - MAINLINE Tc (MIN) = 21.74 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.243 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.52 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) 1.52SUBAREA RUNOFF(CFS) = 2.94 EFFECTIVE AREA(ACRES) = 102.79 AREA -AVERAGED Fm(INCH/HR) = 0.53 ARE Fp(INCH/HR) = 0.91 AREA -AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 119.88 PEAK FLOW RATE(CFS) = 165.87 NOTE: PEAK FLAW RATE DEFAULTED TO UPSTREAM VALUE +xxx ax x xxxx xxxx:xxxx>xxxxxxxxx:xxxx:xxxx»xxx:xxxx+xxxx>xxa++xxxx+++x FLOW PROCESS FROM NODE 650.00 TO NODE 650.00 IS CODE = 15.1 ----------------------------------- __------------- ______---- ___------------- »»:DEFINE MEMORY BANK # 3 ««c PEAK FLOWRATE TABLE =FILE NAME: C:\aes200l\hydrosft\ratscx\A4-25.DNA Awlk MEMORY BANK # 3 DEFINED AS FOLLOWS: STREAM Q Tc Fp(Fm) Ap As HEADWATER Page 12 Amok Page 13 A-25R.RES NUMBER (CFS) (MIN.) (INCH/HR) (ACRES) NODE 1 2 39.67 18.07 0.98( 0.55) 0.57 22.5 600.00 C TOTAL AREA(ACRES) - 22.49 ++++++++++�0+++++++++8++0+++++0++5++0++++++++++++++++600*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 NUMBER(CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 164.64 19.39 2.403 0.91(0.53) 0.58 92.7 370.00 2 165.87 21.74 2.243 0.91( 0.53) 0.58 102.8 501.00 3 162.68 23.67 2.132 0.91( 0.53) 0.59 108.4 391.00 4 157.11 26.51 1.992 0.91( 0.54) 0.59 115.3 400.00 5 134.45 33.06 1.745 0.90( 0.54) 0.59 119.9 350.00 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 650.00 = 7170.00 FEET. ++ MEMORY BANK # 3 CONFLUENCE DATA ++ STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 40.15 17.58 2.549 0.97( 0.55) 0.57 22.3 600.00 2 39.67 18.07 2.506 0.98( 0.55) 0.57 22.5 600.00 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 650.00 = 1900.00 FEET. ++ PEAK FLOW RATE TABLE ++ STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 201.01 17.58 2.549 0.93( 0.53) 0.58 106.3 600.00 2 201.62 18.07 2.506 0.93( 0.53) 0.58 108.9 600.00 3 202.22 19.39 2.403 0.92( 0.53) 0.58 115.2 370.00 4 200.20 21.74 2.243 0.92( 0.54) 0.58 125.3 501.00 5 194.74 23.67 2.132 0.92( 0.54) 0.58 130.8 391.00 6 186.34 26.51 1.992 0.92( 0.54) 0.59 137.8 400.00 7 158.66 33.06 1.745 0.92( 0.54) 0.59 142.4 350.00 TOTAL AREA(ACRES) = 142.37 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 202.22 Tc(MIN.) = 19.386 EFFECTIVE AREA(ACRES) = 115.20 AREA -AVERAGED Fm(INCH/HR) = 0.53 AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 142.37 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 650.00 = 7170.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 142.37 TC(MIN.) = 19.39 EFFECTIVE AREA(ACRES) 115.20 AREA -AVERAGED Fm(INCH/HR)= 0.53 AREA -AVERAGED Fp(INCH/HR) = 0.92 AREA -AVERAGED Ap = 0.58 PEAK FLOW RATE(CFS) = 202.22 ++ PEAK FLOW RATE TABLE + STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 201.01 17.58 2.549 0.93( 0.53) 0.58 106.3 600.00 2 201.62 18.07 2.506 0.93( 0.53) 0.58 108.9 600.00 3 202.22 19.39 2.403 0.92( 0.53) 0.58 115.2 370.00 4 200.20 21.74 2.243 0.92( 0.54) 0.58 125.3 501.00 5 194.74 23.67 2.132 0.92( 0.54) 0.58 130.8 391.00 6 186.34 26.51 1.992 0.92( 0.54) 0.59 137.8 400.00 7 158.66 33.06 1.745 0.92( 0.54) 0.59 142.4 350.00 END OF RATIONAL METHOD ANALYSIS Amok Page 13 Tracts 15 841 & 15841-1 15841-25.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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 DESCRIPTION OF STUDY x++x+xxx+x++x+++x+++x++xx *+Tract 15841 & 15841*1 * 25 Year Study *x+x* Line x+AAxxxx xx++x++xx++xxx+xx+xx++xx++x++xx+xxx+xx++xx+xx+xx++x++xx++x++xx FILE NAME: C:\aes2001\hydrosft\ratscx\15841-25.DAT TIME/DATE OF STUDY: 16:29 04/17/2002 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) II 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 50 1.50 0.0313 0.125 0.0150 2 22.0 11.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 3 34.0 17.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 0.0150 4 40.0 20.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) -(Velocity) Constraint = 6.0 (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 *x FLOW +PROCESS *FROM *NODE ++++400.00+TO+ NODE ++x+405.00+IS+CODE x=*x 21---------------------------------------------------------------------------- x++xx »» RATIONAL METHOD INITIAL SUBAREA ANALYSIS ­ »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA ­ INITIAL SUBAREA FLOW-LENGTH(FEET) = 733.00 ELEVATION DATA: UPSTREAM(FEET) = 1592.60 DOWNSTREAM(FEET) = 1577.93 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.609 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.111 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.78 0.98 0.60 32 12.61 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 1.77 TOTAL AREA(ACRES) = 0.78 PEAK FLOW RATE(CFS) = 1.77 **FLOW *PROCESS *FROM *NODE ****405.00+TO+ NODE ****410.00+IS*CODE *=*+63---------------------------------------------------------------------------- ***** **** »» COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA « « »>-(STREET TABLE SECTION # 1 USED) —— UPSTREAM ELEVATION(FEET) = 1577.93 DOWNSTREAM ELEVATION(FEET) = 1566.60 STREET LENGTH(FEET) = 407.00 CURB HEIGHT(INCHES) = 6.0 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 Mannings FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Mannings FRICTION FACTOR for Back -of -Walk Flow Section = 0.0148 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.72 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.22 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: Page 1 15841-25.RES STREET FLOW DEPTH(FEET) = 0.30 AVERAGEHALFSTREETFL FLOOD WIDTH(FEET) = 8.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.51 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.06 STREET FLOW TRAVEL TIME(MIN.) = 1.94 TC(MIN.) = 14.54 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.855 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 4.35 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ARES) = 4.35 SUBAREA RUNOFF(CFS) = 8.89 EFFECTIVE AREA(ARES) = 5.13 AREA -AVERAGED FM(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap - 0.60 TOTAL AREA(ACRES) = 5.13 PEAK FLOW RATE(CFS) = 10.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.98 FLOW VELOCITY(FEET/SEC.) = 3.96 DEPTH*VELOCITY(FT*FT/SEC.) = 1.37 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 410.00 = 1140.00 FEET. +x++xr+xr+x+++r+x+++++xr++++xr+r++x++xxxxr++++xr++r+++x+r+r+++xx++++r+++++ ++FLOW PROCESS FROM NODE 410.00 TO NODE 420.00 IS CODE = -62__ __ -_ - --------------------------------- _____________________________ »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « »» (STREET TABLE SECTION R 1 USED)<c _ UPSTREAM ELEVATIONWEET) = 1566.60 DOWNSTREAM ELEVATION(FEET) = 1541.40 STREET LENGTH(FEET) = 1200.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO ROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET ROSSFALL(DECIMAL) 0.020 OUTSIDE STREET ROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY ROSSFALL(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 = 0.0148 -TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.14 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.19 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.83 STREET FLOW TRAVEL TIME(MIN.) = 4.77 Tc(MIN.) = 19.32 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.408 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCSSOIL AREA Fp (ACRES) (INCH/HR) (DECIMAL) USE MAL) SCS RESIDENTIAL 3-4 DWELLINGS/ACRE" A 12.92 0.98 0.60 32 SUBAREA AVAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ARES) = 12.92 SUBAREA RUNOFF(CFS) = 21.20 EFFECTIVE AREA(ACRES) = 18.05 AREA -AVERAGED F.(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 18.05 PEAK FLOW RATE(CFS) = 29.62 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.70 FLOW VELOCITY(FEET/SEC.) = 4.56 DEPTH*VELOCITY(FT+FT/SEC.) = 2.19 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 420.00 = 2340.00 FEET. FLOW PROCESS FROM NODE 420.00 TO NODE 422.00 IS CODE = 41 ----------------------------------------------------------------- »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « »» USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) « 1 - _--_ ELEVATION DATA: UPSTREAM(FEET) = 1535.30 DOWNSTREAM(FEET) = 1531.99 FLOW LENGTH(FEET) = 22.11 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INR PIPE IS 8.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 23.86 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.62 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 19.33 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 422.00 = 2362.11 FEET. ++FLOW +PROCESS +FROM +NODE ++++422+0x0+TO+ NODE ++++422.00+IS+CODE +=++81++-r - __ __ __________ __________ --ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « MAINLINE Tc(MIN) = 19.33 * 25 YEAR RAINFALL INTENSITY(INR/HR) = 2.407 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENTTYPE/ SCSSOIL (ARES) (INCH/HR) (DECIMAL) Fp ASCS LANDNDUSE RESIDENTIAL "3-4 DWELLINGS/ARE" A 0.99 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.99 SUBAREA RUNOFF(CFS) = 1.62 4 AREA AEFFECTIVE REA AVERAGED Fp(INCH/HR) -190098 AREA -AVERAGED AP(INC0.60) = 0.59 Page 2 15841-25.RES TOTAL AREA(ACRES) = 19.04 PEAK FLOW RATE(CFS) = 31.22 �r ..FLOW PROCESS+ FROM. NODE.... 422*00•TO+NODE +x*t425.00 IS•CODE * .41..x*xxx*++ --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA - 11' »»,USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) « « <-_- ELEVATION DATA: UPSTREAM(FEET) = 1531.99 DOWNSTREAM(FEET) = 1524.40 FLOW LENGTH(FEET) = 577.89 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 16.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.08 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.22 PIPE TRAVEL TIME(MIN.) = 0.96 Tc(MIN.) = 20.29 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 425.00 = 2940.00 FEET. +++++trt+rt+rxtrttrtrrtrtrrtxrtr++rrtrr+r+trrt+++++++++rrxtr+rtrtxtr+rr+xrtt FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE_ = 81 .......... -------------------------------------------------- ______---- _ »»,ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« ==MAINLINE=TC(MIN) = 20.29 =--------------- * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.338 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL SUBAREAEAVVERAGEACRE" A PERVIOUS LOSS RATE,10.13 Fp(INCH/HR).98 0.60 32 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.60 SUBAREA AREA(ACRES) = 10.13 SUBAREA RUNOFF(CFS) = 15.98 AREA -AVERAGED Fp(INCH/HR) -290198 AREA -AVERAGED Ap 7 AREA -AVERAGED LIN 0/ 0) = 0.59 TOTAL AREA(ACRES) = 29.17 PEAK FLOW RATE(CFS) = 46.03 r+++xrttrxrr++ttrxtrtxrttrxxrrr FLOW PROCESS FROM NODE 425.00 TO NODE 426.00 IS CODE = 41 - - ----------------------------------------------------- -- »»,COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« »»,USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «« ELEVATION DATA: UPSTREAMWEET) = 1524.40 DOWNSTREAM(FEET) = 1519.00 FLOW LENGTH(FEET) = 460.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 21.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC_) = 10.62 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 46.03 PIPE TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 21.01 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 426.00 = 3400.00 FEET. ++FLOW......... FROM;NODE+•** 426;00•T0•NODE r+++426100•IS+CODE+=••BI•...»+trtx PROCESS _==>-»ADDITION OFSUBAREATO- MAINLINE _PEAK -FLOW MAINLINE Tc(MIN) = 21.01 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.290 SUBAREA LOSS RATE DATA(AMC II): Ap SCS DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 3-4 DWELLINGS/ACRE" A 3.44 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.60 SUBAREA AREA(ACRES) = 3.44 SUBAREA RUNOFF(CFS) = 5.28 EFFECTIVE AREA(ACRES) = 32.61 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 50.03 TOTAL AREA(ACRES) = 32.61 PEAK FLOW RATE(CFS) _ •••• • + --r. FLOW PROCESS•FROM•NODE••••426*00•TO•NODE430.00ISCODE•=__91- - ------------------------------------------------ _ > » >COMPUTE PIPE -FLAW TRAVEL TIME THRU SUBAREA-1- ­­USING UBAREA««<»,USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) -11 -_--_- ELEVATION DATA: UPSTREAM(FEET) _= 1519.00 DOWNSTREAM(FEET) 1517.90 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.91 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS)= 50.03 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 21.29 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 430.00 = 3550.00 FEET. ++rxt rtrt trt*•xrxt:trxtrxrx xxrtxx rxxr++xtr++++.+++.+.+.++.txxtr+t+++ + FLOW PROCESS FROM NODE 430.00 TO NODE 430.00 IS CODE = 81 ________________________ ___________________________ =,> =>ADDITION -OF -SUBAREA TO MAINLINE -PEAK -FLOW==L-<_______________________ MAINLINE Tc(MIN) = 21.29 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.272 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCSSOIL (ACRES) (INCH/HR) (DECA Fp IMAL) SCN LAND USE RESIDENTIAL "3-4 DWELLINGS/ACRE" A 6.23 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) 60 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = Page 3 15841-25.RES SUBAREA AREA(ACRES) = 6.23 SUBAREA RUNOFF(CFS) = 9.46 EFFECTIVE AREGED FpCRES) = 38.84 AREA-AVERAGED+Fm*INCH/HR*++++0++9+x++x+ AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 58.96 TOTAL AREA(ACRES) = 38.84 PEAK FLOW RATE(CFS) _ FLOW PROCESS FROM NODE 430.00 TO NODE 431.00 IS CODE = 41 ----------------------------------------- ________--------------------------- ,»,»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA­­ -USING UBAREA««»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)-- ELEVATION LEMENT)--ELEVATION DATA: UPSTREAM(FEET) = 1517.90 DOWNSTREAM(FEET) = 1517.30 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 21.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.80 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) 58.96 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 21.33 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 431.00 = 3580.00 FEET. >tr>x»r+>+t >rt»x»x>rx>rt»t>xx»x»x»xx>xt>x+»+>r+>r»+>t+>xtrx+>r+»tr FLOW PROCESS FROM NODE 431.00 TO NODE 431.00 IS CODE = 81 _________________________________________________________________ ,-»,ADDITION OF SUBAREA TO MAINLINE PEAK FLOW-« ==MAINLINE Tc(MIN) = 21.33 =--------------- * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.269 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.08 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREMACRES) = 1.08 SUBAREA RUNOFF(CFS) = 2.11 EFFECTIVE AREA(ACRES) = 39.92 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.59 60.99 TOTAL AREA(ACRES) = 39.92 PEAK FLOW RATE(CFS) _ >xx>rx>rx»+>r+xx+>xx »+ FLOW PROCESS FROM NODE 431.00 TO NODE 432.00 IS CODE = 41 ________________________________________________________________ » >>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-« »,»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)-- ELEVATION LEMENT)--ELEVATION DATA: UPSTREAM(FEET) = 1517.30 DOWNSTREAM(FEET) = 1510.60 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 22.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.97 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 60.99 PIPE TRAVEL TIME(MRO >O 0.51 >4 Tc(MIN.) = 21.84 432. LONGEST FLOWPATH FROM NODE 400.00 TO NODE 432.00 = 3980.00 FEET. r+t>+xx++>+t>++> r r+ > rx >xtr+r>rx>+xxx+x++++++r++++++x++++>++xx+xx+> FLOW PROCESS FROM NODE 432.00 TO NODE 432.00 IS CODE = 81 ______________________________________________________________ »»,ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -- MAINLINE MAINLINE Tc(MIN) = 21.84 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.237 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.94 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.94SUBAREA RUNOFF(CFS) = 1.81 EFFECTIVE AREA(ACRES)40 = 40.86 AREA -AVERAGED Fm(INCH/HR) = 0.56 A( AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.58 61.64 A( TOTAL AREA(ACRES)40.86 = 40.86 PEAK FLOW RATE(CFS) _ ++rr+ FLOW PROCESS FROM NODE 432.00 TO NODE 440.00 IS CODE = 41 _ ________________ _ _________ »»-COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « < »» USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)-- ELEVATION LEMENT)« <ELEVATION DATA: UPSTREAM(FEET) = 1510.60 DOWNSTREAM(FEET) = 1509.60 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 22.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.97 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 61.64 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 21.92 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 440.00 = 4040.00 FEET. -=END OF STUDY =SUMMARY: ==_-_-- TOTAL AREA(ACRES) = 40.86 TC(MIN.) = 21.92 EFFECTIVE AREA(ACRES) 40.86 AREA-AVERAGED (IN AREA AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap0/5g) 0.56 PEAK FLOW RATE(CFS) = 61.64 END OF RATIONAL METHOD ANALYSIS 0 Page 4 lw Tract 15 842 r 15842-25.RES *A* ;()NAL METHOD*HYDROLOGY*COMPUTER*PROGRAM+PACKAGE++x++++r+++r+ (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2001 Advanced Engineering Software (sea) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc. 1152 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 DESCRIPTION OF STUDY *++r+xx+++++++++++++++++++ * Trac[ 15842 * 25 Year Study * Line FILE NAME: C:\aes200l\hydrosft\ratscx\15842-25.DAT TIME/DATE OF STUDY: 21:55 04/17/2002 ---------------------- 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) II 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 0.50 1.50 0.0313 0.125 0.0150 2 22.0 11.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 3 34.0 17.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 0.0150 4 40.0 20.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 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 = 6.0 (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 370.00 TO NODE 375.00 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) = 1544.50 DOWNSTREAM(FEET) = 1527.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.840 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.230 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.62 0.98 0.60 32 11.84 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 6.24 TOTAL AREA(ACRES) = 2.62 PEAK FLOW RATE(CFS) = 6.24 ++rx....+.......+.....+..r..... +...r++ ..... +++...+...x....+++......r+.+++x+x FLOW PROCESS FROM NODE 375.00 TO NODE 380.00 IS CODE = 61 - --------------------------------------------------- »COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « » >(STANDARD CURB SECTION USED) « < « UPSTREAM ELEVATION(FEET) = 1527-00 DOWNSTREAM ELEVATION(FEET) = 1518.00 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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) = 0.0200 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) = 0.36 Page 1 Page 2 15842-25.RES HALFSTREET FLOOD WIDTH(FEET) = 11.92 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.80 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.02 STREET FLOW TRAVEL TIME(MIN.) = 2.38 Tc(MIN.) = 14.22 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.894 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.28 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.28 SUBAREA RUNOFF(CFS) = 4.74 EFFECTIVE AREA(ACRES) = 4.90 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) = 10.18 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.76 FLOW VELOCITY(FEET/SEC.) = 2.91 DEPTH+VELOCITY(FT*FT/SEC.) = 1.11 LONGEST FLOWPATH FROM NODE 370.00 TO NODE 380.00 = 1100.00 FEET. FLOW PROCESS FROM NODE 380.00 TO NODE 380.00 IS CODE - 81 ---------------------------------------------------------------------------- ——ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« MAINLINE Tc(MIN) = 14.22 + 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.894 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 3.30 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) - 3.30 SUBAREA RUNOFF(CFS) = 6.86 EFFECTIVE AREA(ACRES) 8.20 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 17.04 +++ +x++ xxx++r++++rr++rr+++r+r+++++++r+r+r++++x+++r+xx+x+xxx+xrr+++++r++++r FLOW PROCESS FROM NODE 380.00 TO NODE 385.00 IS CODE = 61 ____________________________________________________________________________ »» COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<c »» (STANDARD CURB SECTION USED) «« UPSTREAM ELEVATION(FEET) = 1518.00 DOWNSTREAM ELEVATION(FEET) = 1516.30 STREET LENGTH(FEET) - 170.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0200 Mannings FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.90 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.49 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.24 STREET FLOW TRAVEL TIME(MIN.) = 1.14 Tc(MIN.) = 15.36 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.763 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 1-3-4 DWELLINGS/ACRE" A 0.88 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.88 SUBAREA RUNOFF(CFS) = 1.73 EFFECTIVE AREA(ACRES) = 9.08 AREA -AVERAGED FM(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 9.08 PEAK FLOW RATE(CFS) = 17.80 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 2.48 DEPTH*VELOCITY(FT*FT/SEC.) = 1.24 LONGEST FLOWPATH FROM NODE 370.00 TO NODE 385.00 = 1270.00 FEET. ++++xr++er+++rrx r+r+rr+rr+x++rr+xr+r+r+rx+++r+++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 385.00 TO NODE 390.00 IS CODE = 41 ______________________________________________________ >» COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « --- » »USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) « — ------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1511.10 DOWNSTREAM(FEET) = 1510.08 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 17.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.13 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.80 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 15.90 Page 2 15842-25.RES ..IONGES .F;OWPATH*FROM+NODE......0*00.TOtNODE.... 390k00....1 470*00*FEET..xx FLOW PROCESS FROM NODE 390.00 TO*NODE 390.00*IS CODE _ +81 ______________________________________----__-______--_-__--_ » » ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -- TA INLINE LOW- <MAINLINE Tc (MIN) = 15 90=====_____�______________________________________ 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.706 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 6.79 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 6.79 SUBAREA RUNOFF(CFS) = 12.96 EFFECTIVE AREA(ACRES) = 15.87 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap - 0.60 TOTAL AREA(ACRES) = 15.87 PEAK FLOW RATE(CFS) = 30.30 rrr rrr+++xx +rrrr FLOW PROCESS FROM NODE 390.00 TO NODE 440.00 IS CODE = 41 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«< < »>»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) -<< << ELEVATION DATA: UPSTREAM(FEET) = 1510.08 DOWNSTREAM(FEET) = 1509.60 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.1 INCHES PIPE -FLOW VELOCITY(FEET/SSC.) = 5.13 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) - 30.30 PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 16.55 LONGEST FLOWPATH FROM NODE 370.00 TO NODE 440.00 = 1670.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) 15.87 TC(MIN.) = 16.55 EFFECTIVE AREA(ACRES) = 15.87 AREA -AVERAGED FM(INCH/HR)= 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 PEAK FLOW RATE(CFS) = 30.30 END OF RATIONAL METHOD ANALYSIS Page 3 A Tract 15 842 (Park) m 15 tt#ttt.tt###t####+#+###t.t.;+#rtt....#t+ttr..;t#r+t#;rr;;;; r*;r;;8 P *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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 r•+rrrrtrrerf rrtrt DESCRIPTION OF STUDY •***rr++++rr#r++rrr;rrr;;; ** TRACT +15842 - PARK * 25 YEAR STUDY * LATERAL A-6 rtfff t!lttf ttttkr+fffrtifrttrrrttrf rffttt;rft;tttf #tt;tt++tr#rrrrrirrtl;t; FILE NAME: C.\aes200l\hydrosft\ratscx\15842-P.DAT TIME/DATE OF STUDY: 11:12 04/22/2002 == 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) II ASSUMED FOR RATIONAL METHOD* *USSR -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 0.020/0.02010.020 0.50 1.50 0.0313 0.125 0.0150 2 22.0 11.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 3 34.0 17.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 0.0150 4 40.0 20.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 0.0150 Apkk 5 18.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 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 = 6.0 (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 +;;; rtrtt;#+rr+rrt+#r#rtrrrt;;;rrrrtt+trerrttftt+rt##r##++:rtt;t;; FLOW +PROCESS FROM NODE 391.00 TO NODE 392.00 IS CODE = 21 -------------------------------------------------------------------- » » RATIONAL METHOD INITIAL SUBAREA ANALYSIS..... »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA.. ===_ =______________________:___ INITIAL SUBAREA FLOW-LENGTH(FEET) _ 720.00 _--_ ELEVATION DATA: UPSTREAM(FEET) = 1516.50 DOWNSTREAM(FEET) = 1510.00 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.706 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.455 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL POOR COVER "GRASS" A 6.63 0.60 1.00 67 18.71 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) - 0.60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) 11.08 TOTAL AREA(ACRES) - 6.63 PEAK FLOW RATE(CFS) = 11.08 f tttt;rrrtttt;i#tf 44#tt#tf ttr;t;#;ttf ttf#rr;;ft#+tttt#*###e; FLOW PROCESS FROM NODE 392.00 TO NODE 393.00 IS CODE - 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA..... > > .USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)..... = =ELEVATION DATA. UPSTREAM(FEET) = 1508.00 DOWNSTREAM(FEET) _ 1506.74 FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.75 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.08 PIPE TRAVEL TIME(MIN.) = 0.35 TC(MIN.) = 19.05 LONGEST FLOWPATH FROM NODE 391.00 TO NODE 393.00 = 860.00 FEET. Agalk t#rrre+;t#rrr FLOW PROCESS FROM NODE 393.00 TO NODE 393.00 IS CODE = 81 ---------------------------------------------------------------------- » ---------- --ADDITION OF SUBAREA TO MAINLINE PEAK FLOW..... Page 1 15842-P.RES MAINLINE Tc(MIN) = 19.05 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.428 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.52 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) - 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.10 SUBAREA AREA(ACRES) - 1.52 SUBAREA RUNOFF(CFS) 3.19 EFFECTIVE AREA(ACRES) = 8.15 AREA -AVERAGED Fm(INCH/RR) - 0.50 AREA -AVERAGED Fp(INCH/HR) - 0.61 AREA -AVERAGED Ap - 0.83 TOTAL AREA(ACRES) - 8.15 PEAK FLOW RATE(CFS) = 14.11 x+r+rrer+rrx+r++r+rr+r++++r++rrrx+++rrter+xxrrrrxrtrrrrrrxxr FLOW PROCESS FROM NODE 393.00 TO NODE 394.00 IS CODE - 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » >>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« == ELEVATION DATA: UPSTREAM (FEET) 1506.74 DOWNSTREAM(FEET) =1506 50 FLOW LENGTH(FEET) - 260.00 MANNING'S N - 0.013 DEPTH OF FLAW IN 33.0 INCH PIPE IS 24.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 2.98 ESTIMATED PIPE DIAMETER(INCH) - 33.00 NUMBER OF PIPES - 1 PIPE-FLOW(CFS) - 14.11 PIPE TRAVEL TIME(MIN.) - 1.45 Tc(MIN.) = 20.50 LONGEST FLOWPATH FROM NODE 391.00 TO NODE 394.00 = 1120.00 FEET. xxrrxrrrrxrrrxxrxx+xxxrrrxr+xrrrrrrx+rxrrxxrr+r+:xrxrr+r++xr x+xxr+xxxxrrx FLOW PROCESS FROM NODE 394.00 TO NODE 394.00 IS CODE - 81 ----------------------------- - -------------------------------------------- »» ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -- ................ LOW-«= ...................... __ =====_____'__________________________________ MAINLINE Tc(MIN) _ 20 50 * 25 YEAR RAINFALL INTENSITY(INCH/HR) - 2.324 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.44 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) - 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) - 0.44 SUBAREA RUNOFF(CFS) = 0.88 EFFECTIVE AREA(ACRES) 8.59 AREA -AVERAGED Fm(INCH/HR) - 0.48 AREA -AVERAGED Pp(INCH/HR) = 0.61 AREA -AVERAGED Ap - 0.79 TOTAL AREA(ACRES) 8.59 PEAK FLOW RATE(CFS) = 14.22 r ++r:rrrrrer:rrxxxxrxxrxxrxxrrrr+rrxrrrrxrxxxr+xrrx:rexerrer++++rrrr rr rxrxxr FLOW PROCESS FROM NODE 394.00 TO NODE 441.00 IS CODE - 31 ____________________________________________________________________________ »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA­­ ­-USING UBAREA««»-USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) -- ========== « == = ELEVATION DATA:UPSTREAM(FEET) - 1506.50s DOWNSTREAM(FEET) = 1505.40 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.24 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) - 14.22 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 20.68 LONGEST FLOWPATH FROM NODE 391.00 TO NODE 441.00 = 1205.00 FEET. =======___________::_____________________________ END OF STUDY SUMMARY TOTAL AREA(ACRES) = 8.59 TC(MIN.) = 20.68 EFFECTIVE AREA(ACRES) 8.59 AREA -AVERAGED FM(INCH/HR)= 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.61 AREA -AVERAGED Ap = 0.79 PEAK FLOW RATE(CFS) = 14.22 END OF RATIONAL METHOD ANALYSIS Page 2 m Tract 15 843 A A3-A25.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 North Mountain Avenue, Suite 100 Upland, California 91786 (90 9) 982-7777 ++++++++++++++++++++++++++ DESCRIPTION OF STUDY +++++++++++++x++++++++++++ * Tract 15843 - Area 3A to Line D1 * 25 Year Storm * Line "A" FILE NAME: C:\aes200l\hydrosft\ratSCX\A3-A25.DAT TIME/DATE OF STUDY: 15:22 05/13/2002 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) II 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 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) -(Velocity) Constraint = 6.0 (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 501.00 TO NODE 530.00 IS CODE = 21 _______________________________________________________ -__ »>»RATIONALMETHOD INITIAL SUBAREA ANALYSIS« « »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA— ==INITIAL SUBAREA FLOW-LENGTH(FEET)--579.00 ELEVATION DATA: UPSTREAM(FEET) = 1529.50 DOWNSTREAM(FEET) = 1525.30 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 14.056 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.914 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.99 0.98 0.60 32 14.06 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 6.27 TOTAL AREA(ACRES) = 2.99 PEAK FLOW RATE(CFS) = 6.27 FLOW PROCESS FROM NODE 530.00 TO NODE 540.00 IS CODE = 63 ---------------------------------- - -- ---- - ------------------- - --------- »»,COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA�c »»>(STREET TABLE SECTION # 1 USED)- ­ UPSTREAM ELEVATION(FEET) = 1525.30 DOWNSTREAM ELEVATION(FEET) = 1504.80 STREET LENGTH(FEET) = 880.00 CURB HEIGHT(INCHES) = 6.0 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) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0199 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.77 -TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.05 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.24 ® AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.02 Page 1 ..,..COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< .>..>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ..... ______________ ELEVATION DATA: UPSTREAM(FEET) = 1496.90 DOWNSTREAM(FEET) ___ 1491.00 FLOW LENGTH(FEET) = 275.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.13 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.74 PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 18.12 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 545.00 = 1734.00 FEET xx+xxxxxxxxxxxxxxx+x+++x++++++++++++++++++++++x+xxxxx+xxx+x+++++++»»++ FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 IS CODE = 81 ______________________________________________ »...ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ..... ______________________________________________________________________ MAINLINE Tc(MIN) = 18.12 + 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.503 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 3.75 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.75 SUBAREA RUNOFF(CFS) = 6.47 EFFECTIVE AREA(ACRES) = 16.69 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 16.69 PEAK FLOW RATE(CFS) = 28.81 FLOW PROCESS FROM NODE 545.00 TO NODE 546.00 IS CODE = 41 .....COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA..... »».USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)... ELEVATION DATA: UPSTREAM(FEET) = 1491.00 DOWNSTREAM(FEET) = A3-A25.RES PRODUCT OF DEPTH&VELOCITY(FT+FT/SEC.) = 1.57 STREET FLOW TRAVEL TIME(MIN.) = 3.65 TC(MIN.) = 17.70 + 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.538 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/I1R) (DECIMAL) CN RESIDENTIAL FEET. "3-4 DWELLINC-S/ACRE" A 9.95 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 9.95 SUBAREA RUNOFF(CFS) = 17.48 EFFECTIVE AREA(ACRES) = 12.94 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 SCS TOTAL AREA(ACRES) = 12.94 PEAK FLOW RATE(CFS) = 22.74 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) - 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.66 32 FLOW VELOCITY(FEET/SEC.) = 4.42 DEPTH+VELOCITY(FT+FT/SEC.) = 1.94 LONGEST FLOWPAT14 FROM NODE 501.00 TO NODE 540.00 = 1459.00 FEET. +++x++++++++++++»++++»+++++++x+xxxxxxx+xx+xx+++xx+++++++x+++++»+xx++x+++ FLOW PROCESS FROM NODE 540.00 TO NODE 545.00 IS CODE = 41 ..,..COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< .>..>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ..... ______________ ELEVATION DATA: UPSTREAM(FEET) = 1496.90 DOWNSTREAM(FEET) ___ 1491.00 FLOW LENGTH(FEET) = 275.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.13 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.74 PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 18.12 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 545.00 = 1734.00 FEET xx+xxxxxxxxxxxxxxx+x+++x++++++++++++++++++++++x+xxxxx+xxx+x+++++++»»++ FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 IS CODE = 81 ______________________________________________ »...ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ..... ______________________________________________________________________ MAINLINE Tc(MIN) = 18.12 + 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.503 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 3.75 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.75 SUBAREA RUNOFF(CFS) = 6.47 EFFECTIVE AREA(ACRES) = 16.69 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 16.69 PEAK FLOW RATE(CFS) = 28.81 FLOW PROCESS FROM NODE 545.00 TO NODE 546.00 IS CODE = 41 .....COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA..... »».USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)... ELEVATION DATA: UPSTREAM(FEET) = 1491.00 DOWNSTREAM(FEET) = 1486.70 FLOW LENGTH(FEET) = 510.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.28 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.81 PIPE TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 19.14 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 546.00 = 2244.00 FEET. FLOW PROCESS FROM NODE 546.00 TO NODE 546.00 IS CODE = 81 ____________________________________________________________________________ ... -ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < ____________________________________________________________________________ ______________________________________________________________________ MAINLINE Tc(MIN) = 19.14 x 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.421 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) ON RESIDENTIAL "3-4 DWELLINGS/ACRE" A 3.15 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.15 SUBAREA RUNOFF(CFS) = 5.21 EFFECTIVE AREA(ACRES) = 19.84 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 19.84 PEAK FLOW RATE(CFS) = 32.79 +++x++++++++x++xxxxxxx+xx+xxxxx+x+xxxxxx+++xx++xx+x+++++++++x+++++++++++++++ FLOW PROCESS FROM NODE 546.00 TO NODE 550.00 IS CODE = 41 ____________________________________________________________________________ --»-COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-- UBAREA« <»-»USING ­­USINGLEMENT)-« USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)-- ---------------- ELEVATION DATA UPSTREAM(FEET) = 1486.70 DOWNSTREAM(FEET) = 1486.00 FLOW LENGTH(FEET) = 125.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 6.68 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) Page 2 >>>>,COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA- -- --USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ----- ELEVATION DATA: UPSTREAM(FEET) = 1486.00 DOWNSTREAM(FEET) = A3-A25.RES GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE -FS) = 32.79 PIPE TRAVEL TIME(MIN.) = 0.31 TC(MIN.) = 19.45 TRAVEL LONGEST FLOWPATH FROM NODE 501.00 TO NODE 550.00 = 2369.00 FEET. +xr+++++++x+xxxxxx+++++++xx++++++++xx+ss++++++++++xxr++++++xx++++++x+xxxxxrx FLOW PROCESS FROM NODE 550.00 TO NODE 550.00 IS CODE = _-_____-___-_ 81 __________________ ___ ___ --ADDITION OF SUBAREA TO MAINLINE PEAK FLOW-­ LOW««MAINLINE MAINLINETc(MIN) = 19.45 FEET. 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.398 81 SUBAREA LOSS RATE DATA(AMCII): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 5.38 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 CN SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 32 Aow SUBAREA AREA(ACRES) = 5.38 SUBAREA RUNOFF(CFS) = 8.78 EFFECTIVE AREA(ACRES) = 25.22 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 25.22 PEAK FLOW RATE(CFS) = 41.15 rxss+s+++++rrrssxx+++rr rrsx+++r++rrs+++++++rr+sxx+++rraraa++++rr++++++++rrx+ FLOW PROCESS FROM NODE 550.00 TO NODE 551.00 IS CODE = 41 >>>>,COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA- -- --USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ----- --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« - »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)- ­ ELEVATION DATA: UPSTREAM(FEET) = 1486.00 DOWNSTREAM(FEET) = 1485.60 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.63 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 41.15 PIPE TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 19.50 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 551.00 = 2399.00 FEET. ++++r+x+s++++++xrrxx+++++r+xs++++x++++++++++r+rr+++++++rax+++++rrx++++++sx++ FLOW PROCESS FROM NODE 551.00 TO NODE 551.00 IS CODE = 81 ____________________________________________________________________________ » »,ADDITION OF SUBAREA TO MAINLINE PEAK FLOW--« MAINLINE TC(MIN) = 19.50 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.394 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.70 0.98 0.10 32 Aow SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp (INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 3.51 EFFECTIVE AREA(ACRES) = 26.92 AREA -AVERAGED Fm(INCH/HR) = 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 26.92 PEAK FLOW RATE(CFS) = 44.59 *FLOW PROCESS FROM NODE 551.00 TO NODE 552.00 IS CODE = 41 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« - »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)- ­ ELEVATION DATA: UPSTREAM(FEET) = 1485.60 DOWNSTREAM(FEET) = 1479.90 FLOW LENGTH(FEET) = 370.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.2 INCHES PIPE -FLAW VELOCITY(FEET/SEC.) = 11.44 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 44.59 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 20.04 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 552.00 = 2769.00 FEET. +++xrr r ss++rr ++rr a xr + r s ++aaaa sa+xa as x+rraas+ar+arsaa :sa aaass a ++ rrasa+ + raax ++ FLOW PROCESS FROM NODE 552.00 TO NODE 552.00 IS CODE = 81 ---------------------------------------------------------------------- >>-ADDITION OF SUBAREA TO MAINLINE PEAK FLOW----- MAINLINE Tc(MIN) = 20.04 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.356 SUBAREA LASS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.91 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.91 SUBAREA RUNOFF(CFS) = 1.85 EFFECTIVE AREA(ACRES) = 27.83 AREA -AVERAGED Fm(INCH/HR) = 0.54 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 27.83 PEAK FLOW RATE(CFS) = 45.49 +raaaaaxa+saaaaxx+xsaaaaaxra+x+++rrax+xxxaaaaaaxxaa a+xxxaaaxa+a asaasxra+aaxa FLOW PROCESS FROM NODE 552.00 TO NODE 560.00 IS CODE = 41 ____________________________________________________________________________ --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA -- --USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) -«-- ELEVATION DATA: UPSTREAM(FEET) = 1479.90 DOWNSTREAM(FEET) = 1479.20 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.6 INCHES Page 3 Page 4 A3-A25.RES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.98 GIVEN PIPE DIAMETER(INCH) = PIPE-FLOW(CFS) = 45.49 30.00 NUMBER OF PIPES = 1 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 20.12 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 560.00 = 2819.00 FEET. _ END OF STUDY SUMMARY: _______________________________________________ TOTAL AREA(ACRES) = 27.83 TC(MIN.) = 20.12 EFFECTIVE AREA(ACRES) = 27.83 AREA -AVERAGED F.(INCH/HR)= 0.54 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.55 PEAK FLOW RATE(CFS) = 45.49 END OF RATIONAL METHOD ANALYSIS Page 4 A Tract 15 844 0 A A4-25.RES RATIONALT 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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 + ++ ++ TJU ++++++*+*++ DESCRIPTION OF STUDY * Tract *15844 -x Area 4 { + 25 Year Study + *xLine "AJ xxT+T+STTU++T++ST++UST++S+J++S+JUUx++Uxx++++++xx+++++++++++++++++U FILE NAME: C:\aes2001\hydrosft\ratscx\A4-25.DAT T TIME/DATE OF STUDY: 15:50 05/13/2002 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) II 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 50 1.50 0.0313 0.125 0.0150 2 40.0 20.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1, Relative Flow -Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) -(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN UPSTRE *OR EQUALxTO+THE MINIMUM ATOTRIBUTHIC SLOPE ADJUST+U +J JSELE +++Sx+SxTx *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 600*00 TO NODE 605.00+IS CODE _ +21 ____________________________________________________________________________ »» RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « < »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREAFLOW-LENGTH(FEET) = 813.00 ELEVATION DATA: UPSTREAM(FEET) = 1504.40 DOWNSTREAM(FEET) = 1484.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 12.649 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.105 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL U3-4 DWELLINGS/ACRE" A 4.09 0.98 0.60 32 12.65 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.60 SUBAREA RUNOFF(CFS) = 9.27 TOTAL AREA(ACRES) = 4.09 PEAK FLOW RATE(CFS) = 9.27 FLOWT PROCESS FROM NODES+ *605+00*TO+NODE SS 610.00 IS CODE = 62 --COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ­ »»>(STREET TABLE SECTION # 1 USED)< « UPSTREAM ELEVATION (FEET) = 1484.70 DOWNSTREAM ELEVATION(FEET) = 1480.80 STREET LENGTH(FEET) = 577.00 CURB HEIGHT(INCHES) = 6.0 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) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0148 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.55 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 AVERAGEHALFSTREETFL FLOOD WIDTH(FEET) = 16.29 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.45 Page 1 A4-25.RES PRODUCT OF DEPTH&VELOCITY(FT+FT/SEC.) STREET FLOW TRAVEL TIME(MIN.) = 3.93 TC(MIN.) = 16.58 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.639 SUBAREA LOSS RATE DATA(AMC II): Ap SCS DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 4.61 0.96 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.61 SUBAREA RUNOFF(CFS) = 8.52 EFFECTIVE AREA(ACRES) = 8.70 AREA -AVERAGED Fm(INCH/HR) = 0.58 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 8.70 PEAK FLOW RATE(CFS) = 16.08 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.38 FLOW VELOCITY(FEET/SEC.) = 2.56 DEPTH+VELOCITY(FT-FT/SEC.) = 1.21 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 610.00 = 1390.00 FEET. FLOW PROCESS FROM NODE 610.00 TO NODE 620.00 IS CODE = 41 ___________________________________________________________________________ --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « »» USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) « « ELEVATION DATA: UPSTREAM(FEET) = 1474.20 DOWNSTREAM(FEET) = 1471.80 FLOW LENGTH(FEET) = 290.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 12.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.12 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.08 PIPE TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) = 17.26 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 620.00 = 1680.00 FEET. FLOW PROCESS FROM NODE 620.00 TO NODE 620.00 IS CODE = 81 -------------------------------------------------- __________________________ --ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« - MAINLINE Tc(MIN) = 17.26 + 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.576 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 3.05 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.60 SUBAREA AREA(ACRES) = 3.05 SUBAREA RUNOFF(CFS) = 5.47 EFFECTIVE AREA(ACRES) = 11.75 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED AP = 0.60 TOTAL AREA(ACRES) = 11.75 PEAK FLOW RATE(CFS) = 21.06 x+FLOW +PROCESS +FROM xNODE ++*x620*00+TO> NODE +++•620.00 ISxCODE +=++xl+>++++ - --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.26 RAINFALL INTENSITY(INCH/HR) = 2.58 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 11.75 TOTAL STREAM AREA(ACRES) = 11.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.06 ++ FLOWx PROCESSx FROM +NODE +»+600.00x TOx NODE +++*625.00xIS+CODE >=++21++x+++++++ ---------------------------------------------------------------------------- »> »RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) 856_ 00 ELEVATION DATA: UPSTREAM(FEET) = 1504.40 DOWNSTREAM(FEET) = 1490.10 ) = Tc = K+[(LENGTH*+ 3.00)/(ELEVATION CHANGE)]++0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.910 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.933 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 3.94 0.98 0.60 32 13.91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.60 SUBAREA RUNOFF(CFS) = 8.32 TOTAL AREA(ACRES) = 3.94 PEAK FLOW RATE(CFS) = 8.32 ++++++ ++++++ ++ ++++++++++++++++++++ FLOW PROCESS FROM NODE 625.00 TO NODE 630.00 IS CODE = 62 ___________________________________________________________________ --COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« >> >(STREET TABLE SECTION # 1 USED)-- UPSTREAM SED)--UPSTREAM ELEVATION(FEET) = 1490.10 DOWNSTREAM ELEVATION(FEET) = 1479.60 Page 2 A4-25.RES STREET LENGTH(FEET) = 624.00 CURB HEIGHT(INCHES) = 6.0 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 Mannings FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0148 -TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.78 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.37 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.29 STREET FLOW TRAVEL TIME(MIN.) = 3.09 Tc(MIN.) = 17.00 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.600 SUBAREA IHSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL =3-4 DWELLINGS/ACRE" A 3.81 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.81 SUBAREA RUNOFF(CFS) = 6.91 EFFECTIVE AREA(ACRES) = 7.75 AREA -AVERAGED Fm(INCH/HR) = 0.58 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap - 0.60 TOTAL AREA(ACRES) = 7.75 PEAK FLOW RATE(CFS) = 14.06 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.79 FLOW VELOCITY(FEET/SEC.) = 3.48 DEPTH*VELOCITY(FT*FT/SEC.) = 1.40 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 630.00 = 1480.00 FEET. .++++3x+«73+77++++1371x+xxxx+3+71*17x*x111113+x++xxx+++++++++.«x+11:3++11131 FLOW PROCESS FROM NODE 630.00 TO NODE 620.00 IS CODE = 41 ____________________________________________________________________________ » » COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA- - - ­USING »» USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «< ELEVATION DATA: UPSTREAM(FEET) = 1473.00 DOWNSTREAM(FEET) = 1471.80 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.52 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.06 ++POPE TRAVEO., TOMEIMROM NOD 03763* Tc(MIN.) *«1*17+1+7*+x+173+ 377x+11.+++ LONGEST FLOWPATH FROM NODE 600.00 TO NODE 620.00 = 1730.00 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.) = 17.75 RAINFALL INTENSITY(INCH/HR) = 2.53 AREA -AVERAGED Fm(INCH/HR) = 0.58 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) 7.75 TOTAL STREAM AREA(ACRES) = 7.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.06 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 21.06 17.26 2.576 0.98( 0.59) 0.60 11.8 600.00 2 14.06 17.75 2.533 0.97( 0.58) 0.60 7.8 600.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. 7x PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 35.03 17.26 2.576 0.97( 0.58) 0.60 19.3 600.00 2 34.66 17.75 2.533 0.98( 0.59) 0.60 19.5 600.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 35.03 Tc(MIN.) = 17.26 EFFECTIVE AREA(ACRES) = 19.28 AREA -AVERAGED FM(INCH/HR) = 0.58 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 19.50 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 620.00 = 1730.00 FEET. 13 ++1*1**x1*++*+111+3+«x*73++1+«++++1++3+1**+1++33+«1+17+11x+ 1111+«++*x37+++ FLOW PROCESS FROM NODE 620.00 TO NODE 640.00 IS CODE = 41 ______________________________________________________________________ » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «< ELEVATION DATA: UPSTREAM(FEET) = 1471.80 DOWNSTREAM(FEET) = 1471.00 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 Page 3 A4-25.RES DEPTH OF FLOW IN 36.0 INCH PIPE IS 21.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.02 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) 35.03 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 17.51 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 640.00 = 1850.00 FEET. x+rr+xrrxxr+xr++x+x+rx+rr+rrrrx+r++rr++++rxrrr+xrx+x+rrr+++r+++++rxrrrx+++++ FLOW PROCESS FROM NODE 640.00 TO NODE 640.00 IS CODE - 81 --------------------------------------------------- _________________________ --ADDITION OF SUBAREA TO MAINLINE PEAK FLOW - -1 MAINLINE Tc(MIN) = 17.51 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.554 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.52 0.98 0.10 32 RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.47 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 SUBAREA AREA(ACRES) = 2.99 SUBAREA RUNOFF(CFS) = 5.97 EFFECTIVE AREA(ACRES) = 22.27 AREA -AVERAGED FM(INCH/HR) = 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 22.49 PEAK FLOW RATE(CFS) = 40.15 ++r++++r++r+++++++xr+++xx+++r+x++r++x xxr+++x+xxx++r+x+++++rrx++++r+rrx++rrr+ FLOW PROCESS FROM NODE 640.00 TO NODE 650.00 IS CODE = 41 -------------------------------------------------- __________________________ »» COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA -- »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)-- ELEVATION LEMENT)-«ELEVATION DATA: UPSTREAM(FEET) = 1471.00 DOWNSTREAM(FEET) = 1470.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 16.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.57 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 40.15 PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 17.58 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 650.00 = 1900.00 FEET. _ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 22.49 TC(MIN.) 17.58 EFFECTIVE AREA(ACRES) = 22.27 AREA -AVERAGED FM(INCH/HR)= 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.57 PEAK FLOW RATE(CFS) = 40.15 - PEAK FLOW RATE TABLE xr STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 40.15 17.58 2.549 0.97(0.55) 0.57 22.3 600.00 2 39.67 18.07 2.506 0.98( 0.55) 0.57 22.5 600.00 END OF RATIONAL METHOD ANALYSIS Page 4 I�E Line "B" (Offsite [School Area], Tract 15843, Offsite [Residential Tract]) 0 C7 B-25R1.RES aaaaaaaaxxaaaaa.aaaaaaaaaasasaaaaxaaxaxxxxx*xx+x++*++++aa*+a*xaxxxx**x+++*a+ 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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 x+x +x*xxxxxx++x*x++*xxx*x DESCRIPTION OF STUDY xx*+*x+*xxxxxxxx+*xxxxxxxx * LINE "B" * OFFSITE AREA (SCHOOL), TRACT 15843, & OFFSITE AREA (EAST OF TRACT 15843) * 25 YEAR STUDY ++++++++++++++++++*+++++++++++++++++++++++++++xx *xxx*xxxxxxxx++++++++xx+ax FILE NAME: C:\aes200l\hydrosft\ratscx\B-25RI.DAT TIME/DATE OF STUDY: 07:14 05/14/2002 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) II 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 20.0 0.018/0.018/0.020 0.67 1.50 0.0313 0.125 0.0150 2 33.0 16.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 0.0150 3 22.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 4 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) Allwk 2. (Depth)*(Velocity) Constraint = 6.0 (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 +++x*xxxxxx*+x**xxxxxxxxxxxxxx:xxxxxxxxxx:xxxxxxxx xx xx xxxxxxxxxxxx+x+xxx+xxx FLOW PROCESS FROM NODE 331.00 TO NODE 332.00 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) = 1614.00 DOWNSTREAM(FEET) = 1583.30 To = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)] --0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.106 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.039 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS To LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 9.50 0.98 0.60 32 13.11 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 20.98 TOTAL AREA(ACRES) 9.50 PEAK FLOW RATE(CFS) = 20.98 x *xxx xxxxxxxxxxxxxxxxxxx xx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx -FLOW* PROCESS FROM NODE 332.00 TO NODE 334.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW«« >> >TRAVELTIME THRU SUBAREA- ­ ELEVATION DATA: UPSTREAM(FEET) = 1583.30 DOWNSTREAM(FEET) = 1535.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 1882.00 CHANNEL SLOPE = 0.0256 CHANNEL FLOW THRU SUBAREA(CFS) = 20.98 FLOW VELOCITY(FEET/SEC) = 4.85 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.46 TC(MIN.) = 19.57 LONGEST FLOWPATH FROM NODE 331.00 TO NODE 334.00 = 2882.00 FEET. xrxxxxxxxxxxxx*xxxxxxx xxxxxxxxxxxx x*xxxxxxxxxx+xxx+*xxxxxxxx+xxxxxxxxxxxx+*x FLOW PROCESS FROM NODE 334.00 TO NODE 334.00 IS CODE = 81 ____________________________________________________________________________ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW- ­ MAINLINE MAINLINE TC(MIN) = 19.57 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.389 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Page 1 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-- ­­USING UBAREA- c» -USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) « « ELEVATION DATA: UPSTREAM(FEET) = 1525.20 DOWNSTREAM(FEET) = 1508.90 FLOW LENGTH(FEET) = 740.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.02 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 125.79 PIPE TRAVEL TIME(MIN.) = 0.72 Tc(MIN_) = 20.29 LONGEST FLOWPATH FROM NODE 331.00 TO NODE 335.00 = 3622.00 FEET. +rrrrxxxxxxx+xxxx«x«rr xrrrrr+rrr+rrr+rrrr+r+rxrxxrxxxx:++x+++rrr+r+rrr+rrrrr FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 81 ____________________________________________________________________________ » »-ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -- ---------- MAINLINE Tc(MIN) = 20.29 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.338 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.80 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.61 EFFECTIVE AREA(ACRES) = 78.01 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 78.01 PEAK FLOW RATE(CFS) = 125.79 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE 335.00 TO NODE 336.00 IS CODE = 41 ________________________________________________ -----COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA­­ USING-USER=SPECIFIED-PIPESIZE-(EXISTING_ELEMENT)c<---------------- ELEVATION DATA: UPSTREAM(FEET) = 1508.90 DOWNSTREAM(FEET) = 1496.60 FLOW LENGTH(FEET) = 560.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.00 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 125.79 PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 20.84 LONGEST FLOWPATH FROM NODE 331.00 TO NODE 336.00 = 4182.00 FEET. rrrr«+«+++««xx«x««++xx»«««xxrrr»rrrrrrr»rr+r++r+rrrrrrrrrx»»x»+«rrr+r++«««++ FLOW PROCESS FROM NODE 336.00 TO NODE 336.00 IS CODE = 81 ____________________________________________________________________________ >-->-ADDITION OF SUBAREA TO MAINLINE PEAK FLOW-- ____________________________________________________________________________ MAINLINE Tc(MIN) = 20.84 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.301 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.89 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) - 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) - 0.89 SUBAREA RUNOFF(CFS) = 1.76 EFFECTIVE AREA(ACRES) = 78.90 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 78.90 PEAK FLOW RATE(CFS) = 125.79 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE r»»x:««++++«xx+«+rrr+++++x«xx«xxx+«x««xx«xx«xxx«rr+:+«rrrrrrrrrrrr.rrxxxxrxx FLOW PROCESS FROM NODE 336.00 TO NODE 337.00 IS CODE = 41 »--COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA- - - ­USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)-- ELEVATION LEMENT)-- ELEVATION DATA: UPSTREAM(FEET) = 1496.60 DOWNSTREAM(FEET) = 1495.10 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 26.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.33 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 125.79 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 20.89 LONGEST FLOWPATH FROM NODE 331.00 TO NODE 337.00 = 4232.00 FEET. xxxx rxrrrr«rx+x«rrxrrrrrr.rrrrrrrrrrr»«x»«««x«r«rrrrrr+rr»r»xxr FLOW «PROCESS «FROM NODE 337.00 TO NODE 337.00 IS CODE = 81 ____________________________________________________________________________ »> -ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -- Page 2 B-25R1.RES LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.91 0.98 0.10 32 RESIDENIDEN TIAL "3-4 DWELLINGS/ACRE" A 66.80 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.59 SUBAREA AREA(ACRES) = 67.71 SUBAREA RUNOFF(CFS) = 110.36 EFFECTIVE AREA(ACRES) = 77.21 AREA -AVERAGED Fm(INCH/HR) = 0.58 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 77.21 PEAK FLOW RATE(CFS) = 125.79 FLOW PROCESS FROM NODE 334.00 TO NODE 335.00 IS CODE = 41 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-- ­­USING UBAREA- c» -USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) « « ELEVATION DATA: UPSTREAM(FEET) = 1525.20 DOWNSTREAM(FEET) = 1508.90 FLOW LENGTH(FEET) = 740.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.02 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 125.79 PIPE TRAVEL TIME(MIN.) = 0.72 Tc(MIN_) = 20.29 LONGEST FLOWPATH FROM NODE 331.00 TO NODE 335.00 = 3622.00 FEET. +rrrrxxxxxxx+xxxx«x«rr xrrrrr+rrr+rrr+rrrr+r+rxrxxrxxxx:++x+++rrr+r+rrr+rrrrr FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 81 ____________________________________________________________________________ » »-ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -- ---------- MAINLINE Tc(MIN) = 20.29 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.338 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.80 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.61 EFFECTIVE AREA(ACRES) = 78.01 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 78.01 PEAK FLOW RATE(CFS) = 125.79 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE 335.00 TO NODE 336.00 IS CODE = 41 ________________________________________________ -----COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA­­ USING-USER=SPECIFIED-PIPESIZE-(EXISTING_ELEMENT)c<---------------- ELEVATION DATA: UPSTREAM(FEET) = 1508.90 DOWNSTREAM(FEET) = 1496.60 FLOW LENGTH(FEET) = 560.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.00 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 125.79 PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 20.84 LONGEST FLOWPATH FROM NODE 331.00 TO NODE 336.00 = 4182.00 FEET. rrrr«+«+++««xx«x««++xx»«««xxrrr»rrrrrrr»rr+r++r+rrrrrrrrrx»»x»+«rrr+r++«««++ FLOW PROCESS FROM NODE 336.00 TO NODE 336.00 IS CODE = 81 ____________________________________________________________________________ >-->-ADDITION OF SUBAREA TO MAINLINE PEAK FLOW-- ____________________________________________________________________________ MAINLINE Tc(MIN) = 20.84 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.301 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.89 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) - 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) - 0.89 SUBAREA RUNOFF(CFS) = 1.76 EFFECTIVE AREA(ACRES) = 78.90 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 78.90 PEAK FLOW RATE(CFS) = 125.79 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE r»»x:««++++«xx+«+rrr+++++x«xx«xxx+«x««xx«xx«xxx«rr+:+«rrrrrrrrrrrr.rrxxxxrxx FLOW PROCESS FROM NODE 336.00 TO NODE 337.00 IS CODE = 41 »--COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA- - - ­USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)-- ELEVATION LEMENT)-- ELEVATION DATA: UPSTREAM(FEET) = 1496.60 DOWNSTREAM(FEET) = 1495.10 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 26.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.33 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 125.79 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 20.89 LONGEST FLOWPATH FROM NODE 331.00 TO NODE 337.00 = 4232.00 FEET. xxxx rxrrrr«rx+x«rrxrrrrrr.rrrrrrrrrrr»«x»«««x«r«rrrrrr+rr»r»xxr FLOW «PROCESS «FROM NODE 337.00 TO NODE 337.00 IS CODE = 81 ____________________________________________________________________________ »> -ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -- Page 2 B-25R1.RES MAINLINE Tc(MIN) = 20.89 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.298 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS /ACRE' A 38.80 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 38.80 SUBAREA RUNOFF(CFS) = 59.82 EFFECTIVE AREA(ACRES) = 117.70 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 117.70 PEAK FLOW RATE(CFS) = 182.59 FLOW PROCESS FROM NODE 337.00 TO NODE 337.00 IS CODE = 10 _____________________________________ _______----_-----_---_-__- »» MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 «cc< ++++xxxxxxx++++++xx++x+x+xx+xx+x+xxxxxxxxxxx:xxxxxxxxxx++++++++++ FLOW PROCESS FROM NODE 337.00 TO NODE 337.00 IS CODE = 15.1 _________________________________________________________________ »»>DEFINE MEMORY BANK # 2 -- PEAK c PEAK FLOWRATE TABLE FILE NAME: C:\aes200l\hydrosft\ratscx\A3-B25.DNA MEMORY BANK # 2 DEFINED AS FOLLOWS: STREAM Q Tc Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (ACRES) NODE 1 20.82 16.47 0.97( 0.58) 0.60 10.8 500.00 TOTAL AREA(ACRES) = 10.76 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«< »> >USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) -- xxxxx xxxxxx xxxxxxxxxxxx xx+xxxxxxxxx+x+x+x+++++++x+.xxxxxxxxxxx::xxxxxxxxxxxx FLOW PROCESS FROM NODE 337.00 TO NODE 337.00 IS CODE = 11 FLOW LENGTH(FEET) = 427.00 MANNING'S N = 0.013 ____________________________________________________________________________ »-CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY-- EMORY- <MAIN DEPTH OF FLOW IN 54.0 INCH PIPE IS 34.4 INCHES MAINSTREAM CONFLUENCE DATA ** *STREAM PIPE -FLOW VELOCITY(FEET/SEC.) = 18.72 GIVEN PIPE DIAMETER (INCH) = 54.00 NUMBER OF PIPES = 1 Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE LONGEST FLOWPATH FROM NODE 331.00 TO NODE 338.00 = 4659.00 1 182.59 20.89 2.298 0.97( 0.57) 0.59 117.7 331.00 81 LONGEST FLOWPATH FROM NODE 331.00 TO NODE 337.00 = 4232.00 FEET. --- * MEMORY BANK # 2 CONFLUENCE DATA * *STREAM 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.273 Q Tc Intensity Fp(Fm) Ap Ae HEADWATER DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE CN 1 20.82 16.47 2.650 0.97( 0.58) 0.60 10.8 500.00 "3-4 DWELLINGS/ACRE" A 0.69 0.98 0.60 32 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 337.00 = 1710.00 FEET. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.60 *SPEAK FLOW RATE TABLE ** SUBAREA AREA(ACRES) = 0.69 SUBAREA RUNOFF(CFS) 1.05 STREAM 0 Tc Intensity Fp(FM) Ap Ae HEADWATER AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.59 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 194.21 16.47 2.650 0.97( 0.58) 0.59 103.6 500.00 Page 3 2 199.86 20.89 2.298 0.97( 0.58) 0.59 128.5 331.00 TOTAL AREA(ACRES) = 128.46 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 199.86 Tc(MIN.) = 20.886 EFFECTIVE AREA(ACRES) = 128.46 AREA -AVERAGED Fm(INCH/HR) = 0.58 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 128.46 LONGEST FLOWPATH FROM NODE 331.00 TO NODE 337.00 = 4232.00 FEET. xxx+xxxxx xxxxxxxxx+x++++++xxxx+xxxxxxxxxx+++++++++++xxxxxxxxx++++++x++++++++ FLOW PROCESS FROM NODE 337.00 TO NODE 338.00 IS CODE = 41 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«< »> >USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) -- ELEVATION DATA: UPSTREAM(FEET) = 1495.10 DOWNSTREAM(FEET) = 1486.47 FLOW LENGTH(FEET) = 427.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 34.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.72 GIVEN PIPE DIAMETER (INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 199.86 PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) - 21.27 LONGEST FLOWPATH FROM NODE 331.00 TO NODE 338.00 = 4659.00 FEET. x xxxx+xxxxxxxxxxxx xxxx+xxxxxx xxxxxxxxxxxxxx.+xxxxxxxx+++x+x+ xxxxx+xxxxxxx+xx FLOW PROCESS FROM NODE 338.00 TO NODE 338.00 IS CODE = 81 ____________________________________________________________________________ --ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -- MAINLINE Tc(MIN) = 21.27 --- 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.273 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.69 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.60 SUBAREA AREA(ACRES) = 0.69 SUBAREA RUNOFF(CFS) 1.05 EFFECTIVE AREA(ACRES) = 129.15 AREA -AVERAGED Fm(lNCH/HR) = 0.58 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 129.15 PEAK FLOW RATE(CFS) = 199.86 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE Page 3 FLOW PROCESS FROM NODE 339.00 TO NODE 339.00 IS CODE = 81 ________________________________________________________________ - -ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -- MAINLINE Tc(MIN) = 21.57 > 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.254 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 12.70 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 12.70 SUBAREA RUNOFF(CFS) = 24.65 EFFECTIVE AREA(ACRES) = 141.85 AREA -AVERAGED Fm(INCH/HR) = 0.53 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 141.85 PEAK FLOW RATE(CFS) = 219.79 FLOW PROCESS FROM NODE 339.00 TO NODE 340.00 IS CODE = 41 ____________________________________________________________________________ »-COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-­ ­­USING UBAREA-» -USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) -- ELEVATION DATA: UPSTREAM(FEET) = 1480.10 DOWNSTREAM(FEET) = 1478.00 FLOW LENGTH(FEET) = 105.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 36.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.98 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 219.79 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 21.66 LONGEST FLOWPATH FROM NODE 331.00 TO NODE 340.00 = 5094.00 FEET. --FLOW -PROCESS -FROM -NODE -------- TO NODE ----340.00-IS- CODE -=--81-------__- » >>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « MAINLINE Tc(MIN) = 21.66 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.248 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.94 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.94 SUBAREA RUNOFF(CFS) = 1.82 EFFECTIVE AREA(ACRES) = 142.79 AREA -AVERAGED Fm(INCH/HR) = 0.53 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 142.79 PEAK FLOW RATE(CFS) = 220.87 » r> r> r r> r+> x»»>+++x+» x++++x x» r++++++r> r r>+++r+++»»+++++++ FLOW PROCESS FROM NODE 340.00 TO NODE 341.00 IS CODE = 41 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-- - ­USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)-- ELEVATION LEMENT)--ELEVATION DATA: UPSTREAM(FEET)== 1478.00 DOWNSTREAM(FEET) == 1477.06 FLAW LENGTH(FEET) = 37.07 MANNING'S N - 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 34.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.91 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) - 220.87 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 21.69 LONGEST FLOWPATH FROM NODE 331.00 TO NODE 341.00 = 5131.07 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 142.79 TC(MIN.) = 21.69 EFFECTIVE AREA(ACRES) = 142.79 AREA -AVERAGED FM(INCH/HR)= 0.53 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.54 PEAK FLOW RATE(CFS) = 220.87 >r PEAK FLOW RATE TABLE >r STREAM O Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 218.24 17.29 2.574 0.97( 0.52) 0.53 117.9 500.00 2 220.87 21.69 2.246 0.98( 0.53) 0.54 142.8 331.00 END OF RATIONAL METHOD ANALYSIS Page 4 B-25R1.RES ++++x+x+>+++++++xx>++++++++x+xx++++++++xxx>++++++++++x+xxx+++++++xx+xxxxx++x FLOW PROCESS FROM NODE 338_00 TO NODE 339_00 IS CODE = 31 > -COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « »»-USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW),«< ELEVATION DATA: UPSTREAM(FEET) ---------------- = 1486,47 DOWNSTREAM(FEET) = 1480.10 FLOW LENGTH(FEET) = 330.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 36.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.17 ESTIMATEDPIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 199.86 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 21.57 LONGEST FLOWPATH FROM NODE 331.00 TO NODE 339.00 = 4989.00 FEET. FLOW PROCESS FROM NODE 339.00 TO NODE 339.00 IS CODE = 81 ________________________________________________________________ - -ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -- MAINLINE Tc(MIN) = 21.57 > 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.254 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 12.70 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 12.70 SUBAREA RUNOFF(CFS) = 24.65 EFFECTIVE AREA(ACRES) = 141.85 AREA -AVERAGED Fm(INCH/HR) = 0.53 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 141.85 PEAK FLOW RATE(CFS) = 219.79 FLOW PROCESS FROM NODE 339.00 TO NODE 340.00 IS CODE = 41 ____________________________________________________________________________ »-COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-­ ­­USING UBAREA-» -USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) -- ELEVATION DATA: UPSTREAM(FEET) = 1480.10 DOWNSTREAM(FEET) = 1478.00 FLOW LENGTH(FEET) = 105.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 36.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.98 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 219.79 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 21.66 LONGEST FLOWPATH FROM NODE 331.00 TO NODE 340.00 = 5094.00 FEET. --FLOW -PROCESS -FROM -NODE -------- TO NODE ----340.00-IS- CODE -=--81-------__- » >>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « MAINLINE Tc(MIN) = 21.66 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.248 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.94 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.94 SUBAREA RUNOFF(CFS) = 1.82 EFFECTIVE AREA(ACRES) = 142.79 AREA -AVERAGED Fm(INCH/HR) = 0.53 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 142.79 PEAK FLOW RATE(CFS) = 220.87 » r> r> r r> r+> x»»>+++x+» x++++x x» r++++++r> r r>+++r+++»»+++++++ FLOW PROCESS FROM NODE 340.00 TO NODE 341.00 IS CODE = 41 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-- - ­USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)-- ELEVATION LEMENT)--ELEVATION DATA: UPSTREAM(FEET)== 1478.00 DOWNSTREAM(FEET) == 1477.06 FLAW LENGTH(FEET) = 37.07 MANNING'S N - 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 34.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.91 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) - 220.87 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 21.69 LONGEST FLOWPATH FROM NODE 331.00 TO NODE 341.00 = 5131.07 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 142.79 TC(MIN.) = 21.69 EFFECTIVE AREA(ACRES) = 142.79 AREA -AVERAGED FM(INCH/HR)= 0.53 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.54 PEAK FLOW RATE(CFS) = 220.87 >r PEAK FLOW RATE TABLE >r STREAM O Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 218.24 17.29 2.574 0.97( 0.52) 0.53 117.9 500.00 2 220.87 21.69 2.246 0.98( 0.53) 0.54 142.8 331.00 END OF RATIONAL METHOD ANALYSIS Page 4 A Tract 15 843 A A3-B25.RES w x x**xx*xxx**RATIONAL *METHOD *HYDROLOGY * COMPUTERx PROGRAMx PACKAGExxxxx (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 6 Foreman, Inc. 1152 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 +**++++x+++xx+xxxxx+x xxxx DESCRIPTION OF STUDY x++*x++xxx+xxxx*x++*x+++++ **Tract 15843 - Area 3B to Line D2 + * 25 Year Study , * Line "B" FILE NAME: C:\aes200l\hydrosft\ratsCX\A3-B25-DAT T TIME/DATE OF STUDY: 01:07 04/17/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 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) II 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 50 1.50 0.0313 0.125 0.0200 2 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0200 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.46 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) -(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN EQUA +x*OR R -SPE TO*THE UPSTREAM *TRIBUTARY SLOPExx xx xx xx+ xxx+xx+1 .x++xxx+* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 500.00*TO*NODE *510.00 IS CODE = 21x ____________________________________________________________________________ ——RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET)670.00 ELEVATION DATA: UPSTREAM(FEET) = 1534.00 DOWNSTREAM(FEET) = 1515.20 = TC = K*[(LENGTH** 3.00)1(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.369 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.310 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 3.66 0.98 0.60 32 11.37 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.60 SUBAREA RUNOFF(CFS) = 8.98 TOTAL AREA(ACRES) = 3.66 PEAK FLOW RATE(CFS) = 8.98 xx+xx++xx+xxx+xxxxxx xxxxxxxxxxxxxx+xxxxxxxxx+x+xx*xxx+xx*+xx+xxx+x+++x++++xx FLOW PROCESS FROM NODE 510.00 TO NODE 520.00 IS CODE = 62 ____________________________________________________________________________ » » COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« » >(STREET TABLE SECTION # 1 USED)- ­ UPSTREAM ELEVATION(FEET) = 1515.20 DOWNSTREAM ELEVATION(FEET) = 1505-00 STREET LENGTH(FEET) = 700.00 CURB HEIGHT(INCHES) = 6.0 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) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.88 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.68 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.74 Page 1 A3-B25.RES PRODUCT OF DEPTH&VELOCITY(FTxFT/SEC.) = 1.26 STREET FLOW TRAVEL TIME(MIN.) = 4.26 Tc(MIN.) = 15.63 + 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.735 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 7.10 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 7.10 SUBAREA RUNOFF(CFS) = 13.74 EFFECTIVE AREA(ACRES) = 10.76 AREA -AVERAGED Fm(INCH/HR) = 0.58 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 10.76 PEAK FLOW RATE(CFS) = 20.82 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.55 FLOW VELOCITY(FEET/SEC.) = 2.92 DEPTH+VELOCITY(FT+FT/SEC.) = 1.45 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 520.00 = 1370.00 FEET. +xa+ax>a+rrxaaaxx+xxxxaaxx++x+aa+xx>+aa+a++x>aa+raa++xx++r»++xx>++xxxx>axxx FLOW PROCESS FROM NODE 520.00 TO NODE 337.00 IS CODE = 41 ____________________________________________________________________________ » ,>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-«< --USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «« ELEVATION DATA: UPSTREAM(FEET) = 1497.10 DOWNSTREAM(FEET) = 1495.10 FLOW LENGTH(FEET) = 340.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 18.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC_) = 6.71 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.82 PIPE TRAVEL TIME(MIN.) = 0.84 Tc(MIN.) = 16.47 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 337.00 = 1710.00 FEET. r>a+a+ax>+arr>+ara+++xxaaaar>++x»a+xx>aaaxa+++»++aa>arar+>aaa+aaraxx+a++rx FLOW PROCESS FROM NODE 337.00 TO NODE 337.00 IS CODE = 152 ____________________________________________________________________________ »» STORE PEAK FLOWRATE TABLE TO A FILE -- PEAK FLOWRATE ILE-«PEAKFLOWRATE TABLE FILE NAME: C:\aes2001\hydrosft\ratscx\A3-B25.DNA END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.76 TC(MIN.) = 16.47 EFFECTIVE AREA(ACRES) = 10.76 AREA -AVERAGED Fm(INCH/HR)= 0.58 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED AP = 0.60 PEAK FLOW RATE(CFS) = 20.82 END OF RATIONAL METHOD ANALYSIS Ad Aow Page 2 Lol Hydrology (lUO-Year Study) NO Line "A" (Tracts 15841, 15 841-1, 15 842,15 843, & 15 844) 0 Lol A-100R.RES xxxx++xxxx++xRAT' ONALx METHODx HYDROLOGYx COMPUTERx PROGRAMx PACKAGEx+xxxx++xxxx+ (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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 xxxxxxxx xxx xxxxx +xxxx DESCRIPTION OF STUDY xxxxxxxxxxxxxxxxxxxxx xxxxx * Tracts 15841, 15841-1, 15842, 15843, & 15844 * 100 Year Study ** Line x'Axx xx Beechx Avenue xxxxx>xxxxxxxxxxxxxxxxx+xxxx>xxxxxxxx xxx+xx+xxxx FILE NAME: C:\aes2001\hydrosft\ratscx\A-100R.DAT TIME/DATE OF STUDY: 16:13 05/13/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --•TIME-OF-CONCENTRATION MODEL* **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.65 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: Page 1 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 0.50 1.50 0.0313 0.125 0.0150 2 22.0 11.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 3 34.0 17.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 0.0150 4 40.0 20.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 0.0150 5 18.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 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 = 6.0 (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 xxxxx»>xxxxx:xx>xxxxx»xxxxx>xxxxxxxxxxxxxxx:xxxx>xxx»xx»xx+»xxx»>xxxx FLOW PROCESS FROM NODE 400.00 TO NODE 405.00 IS CODE = 21 ____________________________________________________________________________ »» RATIONAL METHOD INITIAL SUBAREA ANALYSIS« »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 733.00 ELEVATION DATA: UPSTREAM(FEET) = 1592.60 DOWNSTREAM(FEET) = 1577.93 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.609 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.952 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 0.78 0.80 0.60 52 12.61 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP - 0.60 SUBAREA RUNOFF(CFS) = 2.44 TOTAL AREA(ACRES) = 0.78 PEAK FLOW RATE(CFS) = 2.44 xxxxxx»:xxx+:xx»>xxx>xxxx+>xxx»xxx»xxx»xxx»xx»xx»>x»»+xx>xxxxs>xxx FLOW PROCESS FROM NODE 405.00 TO NODE 410.00 IS CODE = 62 ____________________________________________________________________________ » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < »» (STREET TABLE SECTION # 1 USED) « « UPSTREAM ELEVATION(FEET) = 1577.93 DOWNSTREAM= ELEVATION(FEET) = 1566.60 STREET LENGTH(FEET) = 407.00 CURB HEIGHT(INCHES) - 6.0 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) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0148 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.65 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: Page 1 A-100R.RES STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.12 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.79 PRODUCT OF DEPTH&VELOCITY(FT+FT/SEC.) = 1.25 STREET FLOW TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) = 14.40 + 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.649 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 4.35 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) = 4.35 SUBAREA RUNOFF(CFS) = 12.42 EFFECTIVE AREA(ACRES) = 5.13 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.13 PEAK FLOW RATE(CFS) = 14.64 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.62 FLOW VELOCITY(FEET/SEC.) = 4.28 DEPTH+VELOCITY(FT+FT/SEC.) = 1.62 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 410.00 = 1140.00 FEET. +xxxx+xxxxx++x+xxxxxx++++++++++++++++++++r++r++rr++r++rrrr+r+++++++r++++++r+ FLOW PROCESS FROM NODE 410.00 TO NODE 420.00 IS CODE = 61 ---------------------------------------------------------------------------- »» COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«< »» (STANDARD CURB SECTION USED) « << ------------ UPSTREAM ELEVATION(FEET) = 1566.60 DOWNSTREAM ELEVATION(FEET) = 1541.40 STREET LENGTH(FEET) = 1200.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEEI) = 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) = 0.0200 Manning's FRICTION FACTOR for Sack -of -Walk Flow Section = 0.0200 -TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 29.46 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 20.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.66 PRODUCT OF DEPTH&VELOCITY(FT+FT/SEC.) = 1.91 STREET FLOW TRAVEL TIME(MIN.) = 5.46 Tc(MIN.) = 19.86 > 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.009 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 12.92 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) = 12.92 SUBAREA RUNOFF(CFS) = 29.44 EFFECTIVE AREA(ACRES) = 18.05 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 18.05 PEAK FLOW RATE(CFS) = 41.13 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 23.30 FLOW VELOCITY(FEET/SEC.) = 4.10 DEPTH-VELOCITY(FT>FT/SEC.) = 2.32 -NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1200.0 FT WITH ELEVATION -DROP = 25.2 FT, IS 35.5 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 420.00 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 420.00 = 2340.00 FEET. > » »»+xx > > »»+xxxxr»xx FLOW PROCESS FROM NODE 420.00 TO NODE 422.00 IS CODE = 41 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-- - ­USING USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «« ELEVATION=DATA: UPSTREAM(FEET) = 1535.30 DOWNSTREAM(FEET) = 1531.99 FLOW LENGTH(FEET) = 22.11 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 9.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 26.23 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 41.13 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 19.87 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 422.00 = 2362.11 FEET. xxxxrxrxxxxxxxxxx+>.++++xxxxxxxr>+++..++r++.+xxx+xx++xxxxx>x++x++++++xx+++++ FLOW PROCESS FROM NODE 422.00 TO NODE 422.00 IS CODE = 81 ---------------------------------------------------------------------------- »> >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW- << MAINLINE Tc(MIN) - 19.87 x 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.008 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 0.99 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 Page 2 A-100R.RES SUBAREA AREA(ACRES) = 0.99 SUBAREA RUNOFF(CFS) = 2.25 EFFECTIVE AREA(ACRES) = 19.04 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 19.04 PEAK FLOW RATE(CFS) = 43.36 ++++++w+wsssxr+w++ww+ww++++++rrxx+xw++++w++++++w+++r++x+xxxxw+www++++w++w+++ FLOW PROCESS FROM NODE 422.00 TO NODE 425.00 IS CODE = 41 __________________________________________ _- - -COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « « < --USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)-- -------------- ---------- ELEVATION LEMENT)-- ELEVATION DATA: UPSTREAM(FEET) = 1531.99 DOWNSTREAM(FEET) = 1524.40 FLOW LENGTH(FEET) = 577.89 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 19.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.94 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 43.36 PIPE TRAVEL TIME(MIN.) = 0.88 TC(MIN.) = 20.75 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 425.00 = 2940.00 FEET. +s+sr+rsx+ww+++++r+rxrs++w+w+w+++++rr+rrx+rxr ssx+:s+x++r+++w+rxw FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE = 81 _________________________________ _______--__________ »-ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -- MAINLINE Tc(MIN) = 20.75 r 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.931 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 10.13 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) = 10.13 SUBAREA RUNOFF (CPS) = 22.37 EFFECTIVE AREA(ACRES) = 29.17 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 29.17 PEAK FLOW RATE(CFS) = 64.41 xxx+++++++++w+xsrww+xw++++w+++++rxx++++ww+++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 425.00 TO NODE 426.00 IS CODE = 41 ___________________________-__________________-_--______ --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-« »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)-- LEMENT)--ELEVATION ----------- ELEVATIONDATA: UPSTREAM(FEET) = 1524.40 DOWNSTREAM(FEET) = 1519.00 FLOW LENGTH(FEET) = 460.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.30 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 64.41 PIPE TRAVEL TIME(MIN.) = 0.68 TC(MIN.) = 21.43 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 426.00 = 3400.00 FEET. +swwrr++sr•:ss+w+++++++++++++++++++++++++++::ss s++s+++++++++sxxw FLOW PROCESS FROM NODE 426.00 TO NODE 426.00 IS CODE = 81 _________________________________ ______________-__-____ »» ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -- MAINLINE Tc(MIN) = 21.43 + 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.875 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 3.44 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) = 3.44 SUBAREA RUNOFF(CFS) = 7.42 EFFECTIVE AREA(ACRES) = 32.61 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 32.61 PEAK FLOW RATE(CFS) = 70.36 rss+ssssas+s++ss+sss+++++++wsss+++++++srssss+ssss++ssssssssr+xrxsrsssssss++s FLOW PROCESS FROM NODE 426.00 TO NODE 430.00 IS CODE = 41 ____________________________________________________________________________ »-COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA< «< »» USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) -- ELEVATION DATA:=UPSTREAM(FEET) = 1519.00 DOWNSTREAM(FEET) = 1517.90 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 9.95 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 70.36 PIPE TRAVEL TIME(MIN.) = 0.25 TC(MIN.) = 21.68 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 430.00 = 3550.00 FEET. sssss+rssss+s+ss+sx rsss+++++rr+xs++++++rr+ssssss s+s++sssss+++sr.rsrss FLOW PROCESS FROM NODE 430.00 TO NODE 430.00 IS CODE = ssxs+++ 81 ____________________________________________________________________________ »> >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« c MAINLINE TC(MIN) = 21.68 + 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.855 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN Page 3 A-100R.RES RESIDENTIAL Awmk "3-4 DWELLINGS/ACRE" A 6.23 0.80 0.60 52 SU13AREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES)6.23 6.23 SUBAREA RUNOFF(CFS) = 13.33 EFFECTIVE AREA(ACRES) = 38.84 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 38.84 PEAK FLOW RATE(CFS) = 83.10 xx++++++rwx+ax+rxxxx++++++++++++++++x++++rawrarxax++++++++++++x+ FLOW PROCESS FROM NODE 430.00 TO NODE 431.00 IS CODE = 41 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-- - -USING -USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)-- ELEVATION LEMENT)-- ELEVATION DATA: UPSTREAM(FEET) = 1517.90 DOWNSTREAM(FEET) = 1517.30 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.73 SCS GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 CN PIPE-FLOW(CFS) = 83.10 52 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 21.72 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 431.00 = 3580.00 FEET. ++rrawsxx xsxsx+xxx++++++++arawsxx+sxx+++++++++++++r++sxxa++++++++++wxx++++++ FLOW PROCESS FROM NODE 431.00 TO NODE 431.00 IS CODE = _______________-_____ 81 _ ____________________________________ »-ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « 0.46 MAINLINE TC(MIN) = 21.72 _ + 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.852 86.48 SUBAREA LOSS RATE DATA(AMC III): 41 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.08 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) = 1.08 SUBAREA RUNOFF(CFS) = 2.69 EFFECTIVE AREA(ACRES) = 39.92 AREA -AVERAGED FM(INCH/HR) = 0.47 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 39.92 PEAK FLOW RATE(CFS) = 85.70 ++++++wrasss++++++++++++r+a rwxxs++xsxx+++++++rwwrxwax++s+++++rrx+++++++++w FLOW PROCESS FROM NODE 431.00 TO NODE 432.00 IS CODE = ra 41 ____________________________________________________________________________ --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA- - FEET. - ­USING »» USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) « < 1 ELEVATION DATA: UPSTREAM(FEET) = 1517.30 DOWNSTREAM(FEET) = 1510.60 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 12.12 Page 4 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 85.70 PIPE TRAVEL TIME(MIN.) = 0.55 TC(MIN.) = 22.26 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 432.00 = 3980.00 FEET. +++rw+arr:sx++++++++++a+aawwwrx+x:+s++x++ss+wraraaxx+x+++rw+aaxx FLOW PROCESS FROM NODE 432.00 TO NODE 432.00 IS CODE = 81 ________________________________________________________________ »> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -- MAINLINE Tc(MIN) = 22.26 s 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.810 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.94 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) = 0.94 SUBAREA RUNOFF(CFS) = 2.31 EFFECTIVE AREA(ACRES) = 40.86 AREA -AVERAGED Fm(INCH/HR) = 0.46 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 40.86 PEAK FLOW RATE(CFS) = 86.48 +asassrrxxxwrrsssss+xsxx+xrwrrras+ssxx+xxsaswwrrssrassxxx aasrrssxrsrararsrss FLOW PROCESS FROM NODE 432.00 TO NODE 440.00 IS CODE = 41 ____________________________________________________________________________ »» COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« >» USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)-- LEMENT)--ELEVATION ELEVATIONDATA: UPSTREAM(FEET) = 1510.60 =DOWNSTREAM(FEET) = 1509.60 FLOW LENGTH(FEET) = 60.00 MANNING'S N - 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 12.23 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 86.48 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 22.35 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 440.00 = 4040.00 FEET. xs+ +xa arasxx++ra+rxxxxxx++r+rr++xaxxxxx+++xwrrrsxxx++r+xxxxr++++wrxx:xx FLOW PROCESSx FROM NODE 440.00 TO NODE 440.00 IS CODE = 1 ____________________________________________________________________________ - >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ­ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: Page 4 A-100R.RES TIME OF CONCENTRATION(MIN.) = 22.35 RAINFALL INTENSITY(INCH/HR) = 2.80 AREA -AVERAGED Fm(INCH/HR) = 0.46 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.58 EFFECTIVE STREAM AREA(ACRES) = 40.86 TOTAL STREAM AREA(ACRES) = 40.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 86.48 +++++++++++++++»>+>x»x+++++++++++x++xrx++x++++++++>+x+x+++++++++++++++++++ FLOW PROCESS FROM NODE 370.00 TO NODE 375.00 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) = 1544.50 DOWNSTREAM(FEET) = 1527.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.840 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.104 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 2.62 0.80 0.60 52 11.84 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 8.55 TOTAL AREA(ACRES) = 2.62 PEAK FLOW RATE(CFS) = 8.55 »rrx>r>r>x+>r>rxrr++xx+>x xxr>r>++r+xrrxrxrr>++++++»>xx+++r+>++xx++++++++++ FLOW PROCESS FROM NODE 375.00 TO NODE 380.00 IS CODE = 62 ______________________________________________________________ » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « » >(STREET TABLE SECTION N 5 USED) «« UPSTREAM ELEVATION(FEET) = 1527.00 DOWNSTREAM ELEVATION(FEET) = 1518.00 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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 = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.94 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.13 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.76 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.38 STREET FLOW TRAVEL TIME(MIN.) = 1.78 Tc(MIN.) = 13.62 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.774 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 1-3-4 DWELLINGS/ACRE" A 2.28 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) = 2.28 SUBAREA RUNOFF(CFS) = 6.76 EFFECTIVE AREA(ACRES) = 4.90 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) = 14.54 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.18 FLOW VELOCITY(FEET/SEC.) = 3.92 DEPTH*VELOCITY(FT*FT/SEC.) = 1.53 LONGEST FLOWPATH FROM NODE 370.00 TO NODE 380.00 - 1100.00 FEET. >»+»»+»rr>+>+»»+++r>r++»+rr+++r>+»r+>+r rr+»+rrr»rx>rr rrr>rr+x+++> *FLOW PROCESS FROM NODE 380.00 TO NODE 380.00 IS CODE = 81 ____________________________________________________________________________ , » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -- MAINLINE TC(MIN) = 13.62 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.774 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 3.30 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) = 3.30 SUBAREA RUNOFF(CFS) = 9.79 EFFECTIVE AREA(ACRES) = 8.20 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 24.33 ++r>r>+>rrrr++r»>+x++++»>+rxrxr++>+>+rrr>+++»rx»++>r+++++++>rrx>+++++ FLOW PROCESS *FROM NODE 380.00 TO NODE 385.00 IS CODE = 61 ____________________________________________________________________________ » -COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«< » >(STANDARD CURB SECTION USED) « < Page 5 A-100R.RES UPSTREAM ELEVATION(FEET) = 1518.00 DOWNSTREAM ELEVATION(FEET) = 1516.30 STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 -TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 25.57 ***STREET FLOWING FULL— STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 20.33 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.84 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.55 STREET FLOW TRAVEL TIME(MIN.) = 1.00 Tc(MIN.) = 14.61 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.617 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 0.88 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) = 0.88 SUBAREA RUNOFF(CFS) = 2.49 EFFECTIVE AREA(ACRES) = 9.08 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 9.08 PEAK FLOW RATE(CFS) = 25.66 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 20.33 FLOW VELOCITY(FEET/SEC.) = 2.85 DEPTH*VELOCITY(FT*FT/SEC.) = 1.56 LONGEST FLOWPATH FROM NODE 370.00 TO NODE 385.00 = 1270.00 FEET. FLOW PROCESS FROM NODE 385.00 TO NODE 390.00 IS CODE = 41 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« > »>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) — — ELEVATION DATA: UPSTREAM(FEET) = 1511.10 DOWNSTREAM(FEET) = 1510.08 FLOW LENGTH(FEET) = 182.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.85 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.66 PIPE TRAVEL TIME(MIN.) = 0.44 TC(MIN.) = 15.06 LONGEST FLOWPATH FROM NODE 370.00 TO NODE 390.00 = 1452.00 FEET. ++++++++++xxxxxxxx+x+++x+xxxxxxxx+++++++++++++xxxx++++++++++++++ FLOW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE = 81 ________________________________________________________________ ——ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« MAINLINE Tc(MIN) = 15.06 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.553 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 6.79 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) = 6.79 SUBAREA RUNOFF(CFS) = 18.79 EFFECTIVE AREA(ACRES) = 15.87 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 15.87 PEAK FLOW RATE(CFS) = 43.93 'xxxxxxxx xxxxx+xxxxxxxxxxxxx+'xxxxxxxx xxxxxxxxxxxxxxxxxxxxx+++x+xxxxxxxxxxxx FLOW PROCESS FROM NODE 390.00 TO NODE 440.00 IS CODE = 41 ____________________________________________________________________________ »» COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « »» USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) « — ELEVATION DATA: UPSTREAM(FEET) - 1510.08 DOWNSTREAM(FEET) = 1509.60 FLOW LENGTH(FEET) = 205.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 6.21 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 43.93 PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 15.60 LONGEST FLOWPATH FROM NODE 370.00 TO NODE 440.00 = 1657.00 FEET. x+++++++xx++++ ++++++xx+++x++++++++++++++x++++xxxr++++++++++++++xxx+++++++ FLOW PROCESS +FROM NODE 440.00 TO+NODE 440.00 IS CODE = 1 ____________________________________________________________________________ » » DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: Apk TIME OF CONCENTRATION(MIN.) = 15.60 RAINFALL INTENSITY(INCH/HR) = 3.48 Page 6 A-100R.RES AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INC60 = 0.80 0. AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 15.87 TOTAL STREAM AREA(ACRES) = 15.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 43.93 x+++x+x+x++xx+x+x+xxx+xx++++xxx++++x++xx++xx+++++++++xxxx+x++++++++xx++x++++ FLOW PROCESS FROM NODE 350.00 TO NODE 355.00 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) = 1589.50 DOWNSTREAM(FEET) = 1560.61 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 22.733 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.775 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.) NATURAL FAIR COVER "CHAPARRAL,NARROWLEAF" A 7.41 0.47 1.00 75 22.73 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 15.37 TOTAL AREA(ACRES) = 7.41 PEAK FLOW RATE(CFS) = 15.37 FLOW PROCESS FROM NODE 355.00 TO NODE 357.00 IS CODE = 52 :1 ­COMPUTE NATURAL VALLEY CHANNEL FLOW, « »» TRAVELTIME THEO SUBAREA- ­ ELEVATION DATA: UPSTREAM(FEET) = 1560.61 DOWNSTREAM(FEET) = 1551.00 CHANNEL LENGTH THEO SUBAREA(FEET) = 540.00 CHANNEL SLOPE = 0.0178 CHANNEL FLOW THRU SUBAREA(CFS) = 15.37 FLOW VELOCITY(FEET/SEC) = 3.73 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.42 Tc(MIN.) = 25.15 LONGEST FLOWPATH FROM NODE 350.00 TO NODE 357.00 = 1540.00 FEET. FLOW PROCESS FROM NODE 357.00 TO NODE 357.00 IS CODE = 81 ____________________________________________________________________________ »» ADDITION OF SUBAREA TO MAINLINE PEAK FLOW- ­ MAINLINE Tc(MIN) = 25.15 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.612 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "CHAPARRAL,NARROWLEAF" A 4.40 0.47 1.00 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = 8.48 EFFECTIVE AREA(ACRES) = 11.81 AREA -AVERAGED Fm(INCH/HR) = 0.47 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 11.81 PEAK FLOW RATE(CFS) = 22.76 FLOW PROCESS FROM NODE 357.00 TO NODE 360.00 IS CODE = 62 --COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « »» (STREET TABLE SECTION Y 4 USED) « « UPSTREAM ELEVATION(FEET) = 1551.00 DOWNSTREAM ELEVATION(FEET) = 1549.40 STREET LENGTH(FEET) = 70.00 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 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 23.05 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.42 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.95 STREET FLOW TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 25.41 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.595 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.25 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) = 0.25 SUBAREA RUNOFF(CFS) = 0.57 EFFECTIVE AREA(ACRES) = 12.06 AREA -AVERAGED Fm(INCH/HR) = 0.46 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.98 TOTAL AREA(ACRES) = 12.06 PEAK FLOW RATE(CFS) = 23.16 Page 7 A-100R.RES END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.77 FLOW *+LONGEST FLOWPATH 0/SEx0+0+++4+•50.00 TO N1D00+06,+•360.00 = 1610.00 FEET. LONGEST FLOWPATH FROM NODE 350.00 TO NODE 360.00 = 1610.00 FEET. FLOW PROCESS FROM NODE 360.00 TO NODE 360.00 IS CODE = 81 ____________________________________________________________________________ ——ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « MAINLINE Tc(MIN) = 25.41 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.595 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 5.40 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) = 5.40 SUBAREA RUNOFF(CFS) = 10.29 EFFECTIVE AREA(ACRES) = 17.46 AREA -AVERAGED Fm(INCH/HR) = 0.47 AREA -AVERAGED Fp(INCH/HR) = 0.54 AREA -AVERAGED Ap = 0.86 TOTAL AREA(ACRES) = 17.46 PEAK FLOW RATE(CFS) = 33.45 FLOW PROCESS FROM NODE 360.00 TO NODE 365.00 IS CODE = 62 --COMPUTE COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 4 USED) « « < UPSTREAM ELEVATION(FEET) = 1549.40 DOWNSTREAM ELEVATION(FEET) = 1542.80 STREET LENGTH(FEET) = 550.00 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 Mannings FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Hack -of -Walk F1oW Section = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 34.81 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 21.05 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.82 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.09 STREET FLOW TRAVEL TIME(MIN.) = 2.40 Tc(MIN.) = 27.81 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.459 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.27 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) = 1.27 SUBAREA RUNOFF(CFS) = 2.72 EFFECTIVE AREA(ACRES) = 18.73 AREA -AVERAGED Fm(INCH/HR) = 0.44 AREA -AVERAGED Fp(INCH/HR) = 0.54 AREA -AVERAGED Ap = 0.81 TOTAL AREA(ACRES) = 18.73 PEAK FLOW RATE(CFS) = 34.02 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 20.82 FLOW VELOCITY(FEET/SEC.) = 3.82 DEPTH*VELOCITY(FT*FT/SEC.) = 2.07 LONGEST FLOWPATH FROM NODE 350.00 TO NODE 365.00 = 2160.00 FEET. +xx +xx+++++x +1x0+x+x+0111+++61111+011+++++xx++x+xx++xxxxxxxx+r+x+x+++xxx+++ FLOW PROCESS FROM NODE 365.00 TO NODE 440.00 IS CODE = 41 ____________________________________________________________________________ »» COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < »» USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «« ELEVATION DATA: UPSTREAM(FEET) = 1534.50 DOWNSTREAM(FEET) = 1509.60 FLOW LENGTH(FEET) = 830.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 14.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.04 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 34.02 PIPE TRAVEL TIME(MIN.) = 0.99 Tc(MIN.) = 28.79 LONGEST FLOWPATH FROM NODE 350.00 TO NODE 440.00 = 2990.00 FEET. + x x +0x1 0x +1 xxx+0x xx +xx 0x1 00 .xx++101x+ FLOW PROCESS FROM NODE 440.00 TO NODE 440.00 IS CODE = 81 ____________________________________________________________________________ ——ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« MAINLINE Tc(MIN) = 28.79 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.408 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 2.24 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) = 2.24 SUBAREA RUNOFF(CFS) = 4.69 EFFECTIVE AREA(ACRES) = 20.97 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED FP(INCH/HR) = 0.55 AREA -AVERAGED Ap = 0.74 TOTAL AREA(ACRES) = 20.97 PEAK FLOW RATE(CFS) = 37.86 Page 8 A-100R.RES ++++x+r++++x+x+++++x+++++x++++»++++++xxr+++»x++++»x+++»x+++++rr++x+++++»xx++ FLOW PROCESS FROM NODE 440.00 TO NODE 440.00 IS CODE = 1 »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE" «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES:« « TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 28.79 RAINFALL INTENSITY(INCH/HR) = 2.41 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.55 AREA -AVERAGED Ap = 0.74 EFFECTIVE STREAM AREA(ACRES) =20.97 TOTAL STREAM AREA(ACRES) = 20.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.86 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 86.48 22.35 2.803 0.80( 0.46) 0.58 40.9 400.00 2 43.93 15.60 3.477 0.80( 0.48) 0.60 15.9 370.00 3 37.86 28.79 2.408 0.55( 0.40) 0.74 21.0 350.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. * PEAK FLOW RATE TABLE ** +STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 153.13 15.60 3.477 0.74( 0.45) 0.61 55.8 370.00 2 155.71 22.35 2.803 0.73( 0.45) 0.62 73.0 400.00 3 138.02 28.79 2.408 0.72( 0.45) 0.62 77.7 350.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 155.71 TCIMIN.) = 22.35 EFFECTIVE AREA(ACRES) = 73.00 AREA -AVERAGED Fm(INCH/HR) = 0.45 AREA -AVERAGED Fp(INCH/HR) = 0.73 AREA -AVERAGED Ap = 0.62 TOTAL AREA(ACRES) = 77.70 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 440.00 = 4040.00 FEET. +++++rr+++xxxr>+»»xxxr+r>x++++xx++++»x++++»+xr++++r++r+xx++++rr++xxx++++x+++ FLOW PROCESS FROM NODE 440.00 TO NODE 441.00 IS CODE = 41 ____________________________________________________________________________ » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-- ­­USING UBAREA--»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<« ELEVATION DATA: UPSTREAM(FEET) = 1509.60 DOWNSTREAM(FEET) = 1505.38 FLOW LENGTH(FEET) = 290.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 16.18 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 155.71 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 22.65 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 441.00 = 4330.00 FEET. FLOW PROCESS FROM NODE 441.00 TO NODE 441.00 IS CODE = 1 ________________________________________________________________ »» DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE --1 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 22.65 RAINFALL INTENSITY(INCH/HR) = 2.78 AREA -AVERAGED Fm(INCH/HR) = 0.45 AREA -AVERAGED Fp(INCH/HR) = 0.73 AREA -AVERAGED Ap = 0.62 EFFECTIVE STREAM AREA(ACRES) = 73.00 TOTAL STREAM AREA(ACRES) = 77.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 155.71 +FLOW PROCESS *FROM NODE 391.00 TO NODE 392.00 IS CODE = 21 ____________________________________________________________________________ --RATIONAL METHOD INITIAL SUBAREA ANALYSIS -- -USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREAFLOW-LENGTH(FEET) = 720.00 ELEVATION DATA: UPSTREAM(FEET) = 1516.50 DOWNSTREAM(FEET) = 1510.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 18.706 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.119 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.) NATURAL POOR COVER "GRASS" A 6.63 0.29 1.00 85 18.71 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.29 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 16.88 TOTAL AREA(ACRES) = 6.63 PEAK FLOW RATE(CFS) = 16.88 »xx x>xxxxxx+xxxx>xxxx+»x:+x»+xx++»xx+»+xx+++x++»xrx+++xx»xx+x+xx+++xxx++xx FLOW PROCESS FROM NODE 392.00 TO NODE 393.00 IS CODE = 31 Page 9 A-100R.RES »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« »»:USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 1508.00 DOWNSTREAM(FEET) = 1506.74 FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.3 INCHES PIPE -FLOW VELOCITY (FEET/ SEC.) = 7.41 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CPS) = 16.88 PIPE TRAVEL TIME(MIN.) = 0.31 TC(MIN.) = 19.02 LONGEST FLOWPATH FROM NODE 391.00 TO NODE 393.00 = 860.00 FEET. xxxx+sx x+x+rxx++rxxx++r+x+++r+++xxx+++rxsxx++++xx+rss+++sx++rxx+xrxxx+++rxx+ FLOW PROCESS FROM NODE 393.00 TO NODE 393.00 IS CODE = 81 ____________________________________________________________________________ --ADDITION OF SUBAREA TO MAINLINE PEAK FLOW - MAINLINE TC(MIN) = 19.02 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.088 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.52 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) = 1.52 SUBAREA RUNOFF(CFS) = 4.12 EFFECTIVE AREA(ACRES) = 8.15 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.30 AREA -AVERAGED Ap = 0.83 TOTAL AREA(ACRES) = 8.15 PEAK FLOW RATE(CFS) = 20.81 +sx+++xxxx+ssx++xss+++xs++rxxs+rxs+++xs+xx+rxxxx++xxx++xxx++xx+++xxs+++xxx++ FLOW PROCESS FROM NODE 393.00 TO NODE 394.00 IS CODE = 31 ____________________________________________________________________________ »»:COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ­ »»:USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)-- ELEVATION LOW)-- ELEVATION DATA: UPSTREAM(FEET) = 1506.74 DOWNSTREAM(FEET) = 1506.50 FLOW LENGTH(FEET) = 260.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 3.31 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.81 PIPE TRAVEL TIME(MIN.) = 1.31 Tc(MIN.) = 20.33 LONGEST FLOWPATH FROM NODE 391.00 TO NODE 394.00 = 1120.00 FEET. ++rxxx+++xx+++rrx+++xxx++xs++r+s++++rs++++sxx++rsx+rxsx+rrxss+xxx++rxxx+++++ FLOW PROCESS FROM NODE 394.00 TO NODE 394.00 IS CODE = 81 ____________________________________________________________________________ --ADDITION OF SUBAREA TO MAINLINE PEAK FLOW --1 MAINLINE RAIN) = 20.33 * 100 YEARR RAINFALL INTENSITY(INCH/HR) = 2.967 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.44 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) = 0.44 SUBAREA RUNOFF(CFS) = 1.14 EFFECTIVE AREA(ACRES) = 8.59 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.30AREA-AVERAGED Ap = 0.79 TOTAL AREA(ACRES) = 8.59 PEAK FLOW RATE(CFS) = 21.07 +rssx+rxssxrsssxrxss+++sx+rxxx+r+xs++xxs+x+rsx+x+ss+r ssx+rxx++rx FLOW PROCESS FROM NODE 394.00 TO NODE 441.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA- - - -USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« ELEVATION DATA UPSTREAM(FEET) = 1506.50 DOWNSTREAM(FEET) = 1505.40 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.94 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.07 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 20.49 LONGEST FLOWPATH FROM NODE 391.00 TO NODE 441.00 = 1205.00 FEET. xrsss+xsssssxs+sss+sxs sssssss+ssxxsxxx+sxxsxssxxxssxxs sxs+xxxx+sxxr+xx++rsxx FLOW PROCESS FROM NODE 441.00 TO NODE 441.00 IS CODE = 1 ------------------------------------------------- ___________________________ :»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-- - -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 20.49 RAINFALL INTENSITY(INCH/HR) = 2.95 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.30 AREA -AVERAGED Ap = 0.79 EFFECTIVE STREAM AREA(ACRES) = 8.59 TOTAL STREAM AREA(ACRES) = 8.59 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.07 * CONFLUENCE DATA ** *STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 153.13 15.91 3.438 0.74( 0.45) 0.61 55.8 370.00 Page 10 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-- - -USING -USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) -<< << ELEVATION DATA: UPSTREAM(FEET) = 1505.40 DOWNSTREAM(FEET) = 1500.20 FLOW LENGTH(FEET) = 270.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 18.29 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 175.96 PIPE TRAVEL TIME(MIN.) = 0.25 TC(MIN.) = 20.73 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 445.00 = 4600.00 FEET. FLOW PROCESS FROM NODE 445.00 TO NODE 445.00 IS CODE = 81 ______________________ __-______________________ --ADDITION OF SUBAREA TO MAINLINE PEAK FLOW-- MAINLINE LOW-«MAINLINE TC(MIN) = 20.73 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.932 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.85 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 JC SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.85 SUBAREA RUNOFF(CFS) = 2.18 EFFECTIVE AREA(ACRES) = 76.93 AREA -AVERAGED Fm(INCH/HR) = 0.42 AREA -AVERAGED Fp(INCH/HR) = 0.67 AREA -AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 87.14 PEAK FLOW RATE(CFS) = 175.96 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE xrxxxrrrxx x+r++++x++x+x xrxrxxx++x+++++xxxxx+x+.rxxxr:rxrxxx+++++ FLOW PROCESS FROM NODE 445.00 TO NODE 450.00 IS CODE = 41 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« »> >USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «« ELEVATION DATA: UPSTREAM(FEET) = 1500.20 DOWNSTREAM(FEET) = 1479.90 A-100R.RES FLOW LENGTH(FEET) = 970.00 MANNING'S N = 0.013 1 155.71 22.65 2.781 0.73( 0.45) 0.62 73.0 400.00 1 138.02 29.13 2.391 0.72( 0.45) 0.62 77.7 350.00 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) 2 21.07 20.99 2.953 0.30( 0.24) 0.79 8.6 391.00 PIPE-FLOW(CFS) = 175.96 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO PIPE TRAVEL TIME(MIN.) = 0.88 Tc(MIN.) = 21.62 CONFLUENCE FORMULA USED FOR 2 STREAMS. LONGEST FLOWPATH FROM NODE 400.00 TO NODE 450.00 = 5570.00 FEET. x* PEAK FLOW RATE TABLE * xxxxrrx 81 ____________________________________________________________________________ »» ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -- STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER(CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE SUBAREA LOSS RATE DATA(AMC III): 1 172.41 15.91 3.438 0.68( 0.43) 0.63 62.4 370.00 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) 2 175.96 20.49 2.953 0.67( 0.43) 0.64 76.1 391.00 52 3 175.45 22.65 2.781 0.67( 0.43) 0.64 81.6 400.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.10 4 154.72 29.13 2.391 0.67( 0.43) 0.64 86.3 350.00 EFFECTIVE AREA(ACRES) = 80.32 AREA -AVERAGED FM(INCH/HR) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: AREA -AVERAGED Fp(INCH/HR) = 0.67 AREA -AVERAGED Ap = 0.61 PEAK FLOW RATE(CFS) = 175.96 TC(MIN.) = 20.49 177.18 xxxxx xrrrxxxrxxxsrrxr+x+x++xrxrrxxxxxxxxxxxxrxxr rrrxrxxxxxxxxxxxxrrrrxr+x+xx FLOW PROCESS FROM NODE 450.00 TO NODE 560.00 IS CODE = EFFECTIVE AREA(ACRES) = 76.08 AREA -AVERAGED Fm(INCH/HR) = 0.43 AREA -AVERAGED Fp(INCH/HR) = 0.67 AREA -AVERAGED Ap = 0.64 ELEVATION DATA: UPSTREAM(FEET) = 1479 90 DOWNSTREAM(FEET) = TOTAL AREA(ACRES) = 86.29 ®FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 441.00 = 4330.00 Page 11 FEET. FLOW PROCESS FROM NODE 441.00 TO NODE 445.00 IS CODE = 41 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-- - -USING -USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) -<< << ELEVATION DATA: UPSTREAM(FEET) = 1505.40 DOWNSTREAM(FEET) = 1500.20 FLOW LENGTH(FEET) = 270.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 18.29 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 175.96 PIPE TRAVEL TIME(MIN.) = 0.25 TC(MIN.) = 20.73 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 445.00 = 4600.00 FEET. FLOW PROCESS FROM NODE 445.00 TO NODE 445.00 IS CODE = 81 ______________________ __-______________________ --ADDITION OF SUBAREA TO MAINLINE PEAK FLOW-- MAINLINE LOW-«MAINLINE TC(MIN) = 20.73 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.932 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.85 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 JC SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.85 SUBAREA RUNOFF(CFS) = 2.18 EFFECTIVE AREA(ACRES) = 76.93 AREA -AVERAGED Fm(INCH/HR) = 0.42 AREA -AVERAGED Fp(INCH/HR) = 0.67 AREA -AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 87.14 PEAK FLOW RATE(CFS) = 175.96 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE xrxxxrrrxx x+r++++x++x+x xrxrxxx++x+++++xxxxx+x+.rxxxr:rxrxxx+++++ FLOW PROCESS FROM NODE 445.00 TO NODE 450.00 IS CODE = 41 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« »> >USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «« ELEVATION DATA: UPSTREAM(FEET) = 1500.20 DOWNSTREAM(FEET) = 1479.90 FLOW LENGTH(FEET) = 970.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 18.29 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 175.96 PIPE TRAVEL TIME(MIN.) = 0.88 Tc(MIN.) = 21.62 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 450.00 = 5570.00 FEET. rrxxrrxxxxxxxxxrrxrrxxxx xxxxx xrrx rxxxxrxxxxxxxxxx rrxrrxrrrxr+xxxxxxxx FLOW PROCESS FROM NODE 450.00 TO NODE 450.00 IS CODE - xxxxrrx 81 ____________________________________________________________________________ »» ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -- MAINLINE Tc(MIN) = 21.62 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.860 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 3.39 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) = 3.39 SUBAREA RUNOFF(CFS) = 8.48 EFFECTIVE AREA(ACRES) = 80.32 AREA -AVERAGED FM(INCH/HR) = 0.41 AREA -AVERAGED Fp(INCH/HR) = 0.67 AREA -AVERAGED Ap = 0.61 TOTAL AREA(ACRES) = 90.53 PEAK FLAW RATE(CFS) = 177.18 xxxxx xrrrxxxrxxxsrrxr+x+x++xrxrrxxxxxxxxxxxxrxxr rrrxrxxxxxxxxxxxxrrrrxr+x+xx FLOW PROCESS FROM NODE 450.00 TO NODE 560.00 IS CODE = 41 ____________________________________________________________________________ --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« »» USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) « « ELEVATION DATA: UPSTREAM(FEET) = 1479 90 DOWNSTREAM(FEET) = 1479.20 ®FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 Page 11 A-100R.RES ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 18.42 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 _ PIPE-FLOW(CFS) = 177.18 PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 21.69 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 560.00 = 5650.00 FEET. +++++s+++++s++s+++s++++++++a+++aaa+++x+a>+a++++++++>+>s>++s++>++++ss+ss+s+++ FLOW PROCESS FROM NODE 560.00 TO NODE 560.00 IS CODE = 10 ---------------------------------------------------------------------------- >- MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 « « +++++x++x++++s+x++++x+++++++x++x++++x+x+xx+xx>xxxxxxxxx++xx+xxx++ FLOW PROCESS FROM NODE 560.00 TO NODE 560.00 IS CODE = 15.1 __ ______________________________________________________ -----DEFINE MEMORY BANK # 2 <<<<< PEAK FLOWRATE TABLE FILE NAME: C:\aes200l\hydrosft\ratsCX\A3-A100.DNA MEMORY BANK # 2 DEFINED AS FOLLOWS: STREAM Q Tc Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (ACRES) NODE 1 64.89 19.68 0.80( 0.44) 0.55 27.8 501.00 TOTAL AREA(ACRES) = 27.83 xxx+xx++xx++xxx+x+xxxxxxxxxxx+xx+++x++x++++++xxxx+++x++++xxxx+xxx+x+xx+xxx+x FLOW PROCESS FROM NODE 560.00 TO NODE 560.00 IS CODE = 11 ____________________________________________________________________________ -- CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY-­ ** EMORY« < ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 173.35 17.14 3.288 0.68( 0.41) 0.60 66.7 370.00 2 177.18 21.69 2.854 0.67( 0.41) 0.61 80.3 391.00 3 176.92 23.85 2.696 0.67( 0.41) 0.61 85.8 400.00 4 156.42 30.50 2.326 0.67( 0.41) 0.62 90.5 350.00 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 560.00 = 5650.00 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 64.89 19.68 3.025 0.80( 0.44) 0.55 27.8 501.00 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 560.00 = 2819.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 235.58 17.14 3.288 0.71( 0.42) 0.59 90.9 370.00 2 240.38 19.68 3.025 0.71( 0.42) 0.59 102.1 501.00 _. 3 237.77 21.69 2.854 0.70( 0.42) 0.59 108.1 391.00 4 233.55 23.85 2.696 0.70( 0.42) 0.60 113.7 400.00 5 203.77 30.50 2.326 0.69( 0.42) 0.60 118.4 350.00 TOTAL AREA(ACRES) = 118.36 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 240.38 TC(MIN.) = 19.684 EFFECTIVE AREA(ACRES) = 102.14 AREA -AVERAGED Fm(INCH/HR) = 0.42 AREA -AVERAGED Fp(INCH/HR) = 0.69 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 118.36 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 560.00 = 5650.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 560.00 TO NODE 650.00 IS CODE = 41 r ----COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-« -- USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)-- ELEVATION LEMENT)--ELEVATION DATA: UPSTREAM(FEET) = 1479.20 DOWNSTREAM(FEET) = 1470.00 FLOW LENGTH(FEET) = 690.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 41.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.66 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 240.38 PIPE TRAVEL TIME(MIN.) = 0.69 TC(MIN.) = 21.17 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 650.00 = 7170.00 FEET. FLOW PROCESS FROM NODE 650.00 TO NODE 650.00 IS CODE = 81 _______________________________________________________ --»-ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « MAINLINE Tc(MIN) = 21.17 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.896 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.52 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) = 1.52 SUBAREA RUNOFF(CFS) = 3.85 EFFECTIVE AREA(ACRES) = 103.66 AREA -AVERAGED Fm(INCH/HR) = 0.41 AREA -AVERAGED Fp(INCH/HR) = 0.71 AREA -AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 119.88 PEAK FLOW RATE(CFS) = 240.38 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE Page 12 A-100R.RES FLOW PROCESS FROM NODE 650.00 TO NODE 650.00 IS CODE = 15.1 ____________________________________________________________________________ .DEFINE -MEMORY BANK _#-3_=<_________________________________-_________ PEAK FLOWRATE TABLE FILE NAME: C:\aes200l\hydrosft\ratscx\A4-100.DNA MEMORY BANK # 3 DEFINED AS FOLLOWS: STREAM Q Tc Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (ACRES) NODE 1 56.85 17.17 0.80( 0.45) 0.57 22.2 600.00 2 56.21 17.73 0.80 0.45) 0.57 22.5 600.00 TOTAL AREA(ACRES) = 22.49 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 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 235.58 18.64 3.126 0.71( 0.41) 0.58 92.4 370.00 2 240.38 21.17 2.896 0.71( 0.41) 0.58 103.7 501.00 3 237.77 23.18 2.743 0.70( 0.41) 0.59 109.7 391.00 4 233.55 25.36 2.599 0.70( 0.41) 0.59 115.2 400.00 5 203.77 32.06 2.258 0.69( 0.41) 0.59 119.9 350.00 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 650.00 = 7170.00 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 56.85 17.17 3.283 0.80( 0.45) 0.57 22.2 600.00 2 56.21 17.73 3.221 0.80( 0.45) 0.57 22.5 600.00 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 650.00 = 1900.00 FEET. ** PEAK FLAW RATE TABLE * STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 286.47 17.17 3.283 0.73( 0.42) 0.58 107.4 600.00 2 288.15 17.73 3.221 0.73( 0.42) 0.58 110.4 600.00 3 289.85 18.64 3.126 0.73( 0.42) 0.58 114.9 370.00 4 290.00 21.17 2.896 0.72( 0.42) 0.58 126.1 501.00 5 284.28 23.18 2.743 0.72( 0.42) 0.58 132.2 391.00 6 277.13 25.36 2.599 0.72( 0.42) 0.58 137.7 400.00 7 240.43 32.06 2.258 0.71( 0.42) 0.59 142.4 350.00 TOTAL AREA(ACRES) = 142.37 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 290.00 Tc(MIN.) = 21.167 EFFECTIVE AREA(ACRES) = 126.15 AREA -AVERAGED Fm(INCH/HR) = 0.42 ARE GED - TOTAL ARRA(ACRES(INCH/HR)0.73--AREA=AVERAGED Ap-=--0.58--------------- TOTAL AREA(ACRES) = 192.37 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 650.00 = 7170.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 142.37 TC(MIN.) = 21.17 EFFECTIVE AREA(ACRES) = 126.15 AREA -AVERAGED Fm(INCH/HR)= 0.42 AREA -AVERAGED Fp(INCH/HR) = 0.72 AREA -AVERAGED Ap = 0.58 PEAK FLOW RATE(CFS) = 290.00 ** PEAK FLOW RATE TABLE * STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 286.47 17.17 3.283 0.73( 0.42) 0.58 107.4 600.00 2 288.15 17.73 3.221 0.73( 0.42) 0.58 110.4 600.00 3 289.85 18.64 3.126 0.73( 0.42) 0.58 114.9 370.00 4 290.00 21.17 2.896 0.72( 0.42) 0.58 126.1 501.00 5 284.28 23.18 2.743 0.72( 0.42) 0.58 132.2 391.00 6 277.13 25.36 2.599 0.72( 0.42) 0.58 137.7 400.00 7 240.43 32.06 2.258 0.71( 0.42) 0.59 142.4 350.00 END OF RATIONAL METHOD ANALYSIS Page 13 N Tracts 15 841 & 15841-1 m A 15841-00.RES R TIONAL*METHOD*HYDROLOGY*COMPUTER+ PROGRAMx PACKAGE++++x (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) lc) rt e Date 01/O1/2001 anced eeLicensering f ID a 1237re ae s) Ver. 8.0Releas Analysis prepared by: Hall & Foreman, Inc. 1152 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 x xxx xxxx + ***** DESCRIPTION OF STUDY *xTract x15841 & 15841*1 , * 100 Year Storm x * xx+e "A" x xx xxx++x++xx+xx++x+xxxxxxxxxxxxxxxxxxxxxxx+xxx+x++x++xx+xx+xx+xxx+xx FILE NAME: C:\aes200l\hydrosft\ratscx\15841-OO.DAT TIME/DATE OF STUDY: 22:03 04/17/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL --- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF IINTENSITY HO DURATION NSCMVE(CH/HOURN/) vs. LOG(Tc;MIN)) = 0.6000 USER S *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 0.50 1,50 0.0313 0.125 0.0150 2 22.0 11.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 3 34.0 17.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 0.0150 4 40.0 20.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) -(Velocity) Constraint = 6.0 (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 +xxx+x+xx++x+++++xx+xx+x++xx+xxxxxx xx xx x+ x : x FLOW PROCESS FROM NODE 400.00 TO NODE 405.00 IS CODE = 21 ------------------------------------------------- _________________ »»RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- ­USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 733.00 ELEVATION DATA: UPSTREAM(FEET) = 1592.60 DOWNSTREAM (FEET) = 1577.93 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 12.609 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.952 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 0.78 0.80 0.60 52 12.61 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.60 SUBAREA RUNOFF(CFS) = 2.44 TOTAL AREA(ACRES) = 0.78 PEAK FLOW RATE(CFS) = 2.44 **FLOW *PROCESS *FROM *NODE ****405.00+TOx NODE 410.00 IS*CODE *=**63---------------------------------------------------------------------------- *x**** »» COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA-« ,> >(STREET TABLE SECTION k 1 USED). «< UPSTREAM ELEVATION(FEET) = 1577.93 DOWNSTREAM ELEVATION(FEET) = 1566.60 STREET LENGTH(FEET) = 407.00 CURB HEIGHT(INCHES) = 6.0 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) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0148 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.72 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.65 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: Page 1 15841-OO.RES STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.12 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.79 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.25 STREET FLOW TRAVEL TIME(MIN.) = 1.79 TC(MIN.) = 14.40 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.649 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/ACRS" A 4.35 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) = 4.35 SUBAREA RUNOFF(CFS) = 12.42 EFFECTIVE AREA(ACRES) = 5.13 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.13 PEAK FLOW RATE(CFS) = 14.64 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.62 FLOW VELOCITY(FEET/SEC.) = 4.28 DEPTH*VELOCITY(FT*FT/SEC.) = 1.62 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 410.00 = 1140.00 FEET. >r >++ > »»r+>rr++rrr>x>+r>x++rx»>rxx+>+»xr>r++>r+x+r+>r++» +++»rx>++ FLOW PROCESS FROM NODE 410.00 TO NODE 420.00 IS CODE = 62 ---------------------------------------------------------------------------- »» COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA-- - ­(STREET (STREET TABLE SECTION Y 1 USED) ­ UPSTREAM ELEVATION(FEET) = 1566.60 DOWNSTREAM ELEVATION(FEET) = 1541.40 STREET LENGTH(FEET) = 1200.00 CURB HEIGHT(INCHES) = 6.0 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) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0148 -TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 30.02 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.58 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.21 STREET FLOW TRAVEL TIME(MIN.) = 4.37 Tc(MIN.) = 18.76 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.113 JVW SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 113-4 DWELLINGS/ACRE" A 12.92 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) = 12.92 SUBAREA RUNOFF(CFS) = 30.65 EFFECTIVE AREA(ACRES) = 18.05 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 18.05 PEAK FLOW RATE(CFS) = 42.82 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.65 FLOW VELOCITY(FEET/SEC.) = 5.00 DEPTH*VELOCITY(FT*FT/SEC.) = 2.67 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1200.0 FT WITH ELEVATION -DROP = 25.2 FT, IS 35.5 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 420.00 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 420.00 = 2340.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 420.00 TO NODE 422.00 IS CODE = 41 ---------------------------------------------------------------------------- »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-- - ­USING USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) — — ELEVATION DATA: UPSTREAM(FEET) = 1535.30 DOWNSTREAM(FEET) = 1531.99 FLOW LENGTH(FEET) = 22.11 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 10.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 26.54 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 42.82 PIPE TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 18.78 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 422.00 = 2362.11 FEET. FLOW PROCESS FROM NODE 422.00 TO NODE 422.00 IS CODE = 81 ---------------------------------------------------------------------------- »» ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ­ MAINLINE Tc(MIN) = 18.78 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.112 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 0.99 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 Page 2 15841-OO.RES INCH/HR) = 0.48 SUBAREA AREA(ACRES) = 0.99 SUBAREA RUNOFF(,( = 2.35 EFFECTIVE AREA(ACRES) = 19.04 AREA -AVERAGED Fm( + AREA-AVERAGEDAR(ACRES) NCH/HR+++++0+80++AREA iFLOW RATE(C>+>++0+60++x45.1+>++>++x TOTAL AREA(ACRES) 19.04 PEAK FLOW RATE(CFS) - 5.14 + x > + a + FLOW PROCESS FROM NODE 422.00 TO NODE 425.00 IS CODE = 41 ---------------------------------- _----------------------------------------- ­­COMPUTE _________________________________»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA- - - ­USING USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «« ELEVATION DATA: UPSTREAM(FEET) = 1531.99 DOWNSTREAM(FEET) = 1524.40 FLOW LENGTH(FEET) = 577.89 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 20.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.04 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 45.14 PIPE TRAVEL TIME(MIN.) = 0.87 TC(MIN.) = 19.65 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 425.00 = 2940.00 FEET. a»ar+ax+>xr>+r>x»>xx>xra>x>+x »+»a>+>rrrx+rxr>xrrxx>xr>xr>xr>+»+r>xrx>+r FLOW PROCESS FROM NODE 425.00 TO NODE 425.00 IS CODE = 81 _____________________________________________________________________ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW-" ==MAINLINE Tc(MIN) = 19.65 =----------------- > 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.028 SUBAREA LOSS RATE DATA(AMC III): pP SCS DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 3-4 DWELLINGS/ACRE" A 10.13 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) = 10.13 SUBAREA RUNOFF(CFS) = 23.25 EFFECTIVE AREA(ACRES) = 29.17 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 29.17 PEAK FLOW RATE(CFS) = 66.96 >>x»++»+r>+x+x+r>x+>xrr+rrar+>rrrx+axr »x>xr>xxa+xr+r>++>arr>rr+x >xrr:*axx FLOW PROCESS FROM NODE 425.00 TO NODE 426.00 IS CODE = 41 _________________________________________________________________ »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«< » >>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) —— ELEVATION DATA: UPSTREAM(FEET) = 1524.40 DOWNSTREAM(FEET) = 1519.00 FLOW LENGTH(FEET) = 460.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.34 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 P;PEfF*OW+>F++r>xx+++66*96+>x+rx+»+x>x+r>+x>+x>+x+xr +x +»+ »+r>+xr>+ PIPE TRAVEL TIME(MIN.) = 0.68 TC(MIN.) = 20.33 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 426.00 = 3400.00 FEET. ++ x > »+ FLOW PROCESS FROM NODE 426.00 TO NODE 426.00 IS CODE = 81 ___________________________________________________________________--------- ­­ADDITION »» ADDITION OF SUBAREA TO MAINLINE PEAK FLOW- ­ MAINLINE MAINLINE TC(MIN) = 20.33 a 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.967 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 3.44 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) = 3.44 SUBAREA RUNOFF(CFS) = 7.71 EFFECTIVE AREA(ACRES) = 32.61 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 32.61 PEAK FLOW RATE(CFS) = 73.07 >+FLOWx PROCESS +FROM +NODE >++r 426*00>TOx NODEx+ +430*00+IS+CODE +=+a41raxxx+>_ »> >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«< > »>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «« ELEVATION DATA: UPSTREAM(FEET) = 1519.00 DOWNSTREAM(FEET) 1517.90 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 10.34 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 73.07 PIPE TRAVEL TIME(MIN.) = 0.24 TC(MIN.) = 20.57 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 430.00 = 3550.00 FEET. r> r>x»xr>+»x»>r>x>>arra+>+rxrrar>+r>+rrarrx»»>+xxrx»»>r>ar>x»+>xx+> FLOW PROCESS FROM NODE 430.00 TO NODE 430.00 IS CODE _ _81 ---------- ---------------------------------------------------- -- -- -_--______________________________________________________________ » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ­ l< ==MAINLINE Tc(MIN) = 20.57 * 0 57r 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.946 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN Page 3 15841-OO.RES RESIDENTIAL "3-4 DWELLINGS/ACRE" A 6.23 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) 6.23 SUBAREA RUNOFF(CFS) = 13.84 EFFECTIVE AREA(ACRES) = 38.84 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 86.30 TOTAL AREA(ACRES) = 38.84 PEAK FLOW RATE(CFS) _ ++FLOW +PROCESS +FROM +NODE +.++430*00+TOx NODE ++++431*00+IS+CODE +=+_41+++xx »»-COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« » »-USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)-- ELEVATION LEMENT)- <ELEVATION DATA: UPSTREAM(FEET) = 1517.90 DOWNSTREAM(FEET) = 1517.30 FLOW LENGTH(FEET) - 30.00 MANNING'S N - 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.7 INCHES PIPE -FLOW VELACITY(FEET/SSC.) = 14.79 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 86.30 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 20.60 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 431.00 = 3580.00 FEET. FLOW PROCESS FROM NODE 431.00 TO NODE 431.00 IS CODE = 81 __________________________________________________________________ » »-ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -- MAINLINE Tc(MIN) = 20.60 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.944 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.08 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) = 1.08 SUBAREA RUNOFF(CFS) 2.78 EFFECTIVE AREAIACRES) = 39.92 AREA -AVERAGED Fm(INCH/HR) = 0.47 AREA -AVERAGED FP(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.59 88.98 TOTAL ARRA(ACRES) = 39.92 PEAK FLOW RATE(CFS) FLOW PROCESS FROM NODE 431.00 TO NODE 432.00 IS CODE = 41 --------------------------------- ________________________________ »---COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« >> »>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «« ELEVATION DATA: UPSTREAM(FEET) = 1517.30 DOWNSTREAM(FEET) = 1510.60 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) - 12.59 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 88.98 PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 21.13 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 432.00 = 3980.00 FEET. FLOW PROCESS FROM NODE 432.00 TO NODE 432.00 IS CODE = 81 _________________________________________________________________ » »-ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -- MAINLINE Tc(MIN) = 21.13 -loo YEAR RAINFALL INTENSITY(INCH/HR) = 2.899 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.94 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) = 0.94 SUBAREA RUNOFF(CFS) = 2.39 EFFECTIVE AREA(ACRES) = 40.86 AREA -AVERAGED FM(INCH/HR) = 0.46 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 40.86 PEAK FLOW RATE(CFS) = 89.77 ++FLOW +PROCESS +FROM +NODE ++++432*00+TO+ NODE ++++440.00+IS+CODE +>++41----------------------------------------------------------------- +++++++x+ »-COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-- - ­USING »-USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1510.60 DOWNSTREAMlFEET) = 1509.60 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 12.70 PIPE FLOW VELOCITY = (TOTAL FLAW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 89.77 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 21.21 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 440.00 = 4040.00 FEET. END OF STUDY SUMMARY: --__-_-_- 21.21 TOTAL AREA(ACRES) = 40.86 TC(MIN.) _ EFFECTIVE AREA(ACRES) = 40.86 AREA -AVERAGED Fm(INCH/HR)= 0.46 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.58 PEAK FLOW RATE(CFS) = 89.77 Page 4 m Tract 15842 m 15842-OO.RES +++++++++++++++++++++++++++++++++++++++++++++++++++++++++.+ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Ic) 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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ++xx++++++++++++x++++xx++ DESCRIPTION OF STUDY ****++xx++++++++++++++++++ *x Tract 15842 * 100 Year Storm ' * Line "A" ' xxxxxxxxxxxxx++++x++xx+xxxxxxrxxxxxxxxxxxxxxxxxx+xx+++++xx+xxx++++++++++++ FILE NAME: C:\aes2001\hydrosft\ratscx\15842-OO.DAT TIME/DATE OF STUDY: 22:00 04/17/2002 __________ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *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 0.50 1,50 0.0313 0.125 0.0150 2 22.0 11.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 3 34.0 17.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 0.0150 4 40.0 20.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 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 = 6.0 (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 +++x+x++++x++xxxxxxxx+++++++++++xx+x+xxxxxxxx++++++x++++x FLOW +PROCESS FROM NODE 370.00 TO NODE 375.00 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) = 1544.50 DOWNSTREAM(FEET) = 1527.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 11.840 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.104 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 2.62 0.80 0.60 52 11.84 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 8.55 TOTAL AREA(ACRES) = 2.62 PEAK FLOW RATE(CFS) = 8.55 FLOW PROCESS FROM NODE 375.00 TO NODE 380.00 IS CODE = 61 ---------------------------------------------------------------------------- »» COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«< > » (STANDARD CURB SECTION USED) «« UPSTREAM ELEVATION(FEET) = 1527.00 DOWNSTREAM ELEVATION(FEET) 1518.00 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 *'TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.86 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 Page 1 15842-OO.RES HALFSTREET FLOOD WIDTH(FEET) = 13.61 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.01 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.20 STREET FLOW TRAVEL TIME(MIN.) = 2.21 Tc(MIN.) = 14.05 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.703 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 2.28 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) = 2.28 SUBAREA RUNOFF(CFS) = 6.62 EFFECTIVE AREA(ACRES) = 4.90 AREA-AVERAGED FM(INCH/HR) = 0.48 AREA-AVERAGED Fp(INCH/HR) = 0.80 AREA-AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) = 14.22 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.66 FLOW VELOCITY(FEET/SEC.) = 3.14 DEPTH*VELOCITY(FT*FT/SEC.) = 1.32 LONGEST FLOWPATH FROM NODE 370.00 TO NODE 380.00 = 1100.00 FEET. rx rr+xxrr++++++rrx++++rxxxx+++rrr+++r rrxxrxx+++++r+xrx+x++++rrr+x+r:r++ FLOW +PROCESS FROM NODE 380.00 TO NODE 380.00 IS CODE = 81 ---------------------------------------------------------------------------- »»,ADDITION OF SUBAREA TO MAINLINE PEAK FLOW­­ MAINLINE Tc(MIN) = 14.05 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.703 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 3.30 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) = 3.30 SUBAREA RUNOFF(CFS) = 9.58 EFFECTIVE AREA(ACRES) = 8.20 AREA-AVERAGED Fm(INCH/HR) = 0.48 AREA-AVERAGED Fp(INCH/HR) = 0.80 AREA-AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) = 23.80 rx+ xxxxx+x+rr+xxxrrxxxxxxx+x+rrxrxxxx+xxx+xrr+xxrxxx+++++x+xxxrxxxxx+x FLOWx PROCESS FROM NODE 380.00 TO NODE 385.00 IS CODE = 61 ---------------------------------------------------------------------------- » ,COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA­« »»>(STANDARD CURB SECTION USED) «« UPSTREAM= ELEVATION(FEET) = 1518.00 DOWNSTREAM ELEVATION(FEET) = 1516.30 STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET I = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0200 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 25.02 **STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 20.15 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.83 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.53 STREET FLOW TRAVEL TIME(MIN.) = 1.00 TOMIN.) = 15.06 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.553 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 0.88 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) = 0.88 SUBAREA RUNOFF(CFS) = 2.44 EFFECTIVE AREA(ACRES) = 9.08 AREA-AVERAGED Fm(INCH/HR) = 0.48 AREA-AVERAGED Fp(INCH/HR) = 0.80 AREA-AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 9.08 PEAK FLOW RATE(CFS) = 25.13 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 20.21 FLOW VELOCITY(FEET/SEC.) = 2.82 DEPTH*VELOCITY(FT*FT/SEC.) = 1.54 LONGEST FLOWPATH FROM NODE 370.00 TO NODE 385.00 = 1270.00 FEET. xxxxxxx+++++xx+xxxx+xx+++r++xxxx++r++x+xxx+++rx+xr+++++++xxxxxr+++xxxrxxxxx+ FLOW PROCESS FROM NODE 385.00 TO NODE 390.00 IS CODE = 41 ---------------------------------------------------------------------------- »» COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA­­ — ­­USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)—— ELEVATION DATA: UPSTREAM(FEET) = 1511.10 DOWNSTREAM(FEET) = 1510.08 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.56 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FS) = 25.13 Afiek PIPE TRAVEL TIME(MIN.) = 0.51 TC (MIN.) = 15.56 TRAVEL Page 2 15842-OO.RES LONGEST FLOWPATH FROM NODE 370.00 TO NODE 390.00 = 1470.00 FEET. ............ * * + FLOWPROCESSFROMNODE****390»00*TO*NODE****390;00*IS*CODE*=**81********** --ADDITION OF SUBAREA TO MAINLINE PEAK FLOW-- ----------------------- ________________ ==MAINLINE Tc (MIN) = 15.56_________________________________ * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.483 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 6.79 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) = 6.79 SUBAREA RUNOFF(CFS) = 18.37 EFFECTIVE AREA(ACRES) = 15.87 AREA -AVERAGED FM(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 15.87 PEAK FLOW RATE(CFS) = 42.93 +++x+++x+++++rxxr+xrxxrr+++x+++++++++++++++++r++++++r++r+r+++x++ FLOW PROCESS FROM NODE 390.00 TO NODE 440.00 IS CODE = 41 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« »>»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «c ELEVATION DATA: UPSTREAM(FEET) = 1510.08 DOWNSTREAM(FEET) = 1509.60 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 6.07 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 42.93 PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) 16.11 LONGEST FLOWPATH FROM NODE 370.00 TO NODE 440.00 = 1670.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 15.87 TC(MIN.) = 16.11 EFFECTIVE AREA(ACRES) = 15.87 AREA -AVERAGED FM(INCH/HR)= 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 PEAK FLAW RATE(CFS) = 42.93 END OF RATIONAL METHOD ANALYSIS C�7 Page 3 m Tract 15 842 (Park) m m 15842POO.RE5 +++x++++*+++*RATIONAL +METHOD *HYDROLOGY +COMPUTER +PROGRAM +PACKAGE *+++**++**++x (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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 +++++ +++ +x+ ++x++++++++ DESCRIPTION OF STUDY +++x+++x+++++++++++xx++++x ** TRACT +15842 -+PARK * 100 YEAR STUDY ** LATERAL +++A+6++++++x+x++x+++++++++++++++++++++++++++++++++xx+++x+++++++x+++ FILE NAME: C:\aes200l\hydrosft\ratSCX\15842POO.DAT TIME/DATE OF STUDY: 16:00 04/22/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --+TIME-OF-CONCENTRATION MODEL* USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *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 0.50 1.50 0.0313 0.125 0.0150 2 22.0 11.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 3 34.0 17.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 0.0150 4 40.0 20.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 0.0150 5 18.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 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 = 6.0 (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* 391.00 TO NODE 392.00 IS CODE = 21 ____________________________________________________________________________ »» RATIONAL METHOD INITIAL SUBAREA ANALYSIS—— -USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA— INITIAL SUBAREA FLOW-LENGTH(FEET) - 720.00 ELEVATION DATA: UPSTREAM(FEET) = 1516.50 DOWNSTREAM(FEET) = 1510.00 TC = K*((LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 18.706 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.119 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS To LAND USE GROUP (ACRES) (INCH/MR) (DECIMAL) CN (MIN.) NATURAL POOR COVER 'GRASS" A 6.63 0.29 1.00 85 18.71 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.29 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 1.00 SUBAREA RUNOFF(CFS) = 16.88 TOTAL AREA(ACRES) = 6.63 PEAK FLOW RATE(CFS) = 16.88 FLOW PROCESS FROM NODE 392.00 TO NODE 393.00 IS CODE = 31 ____________________________________________________________________________ »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBARRA«< >» USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<« ELEVATION DATA: UPSTREAM(FEET) = 1508.00 DOWNSTREAM(FEET) = 1506.74 FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.41 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.88 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 19.02 LONGEST FLOWPATH FROM NODE 391.00 TO NODE 393.00 = 860.00 FEET. FLOW PROCESS FROM NODE 393.00 TO NODE 393.00 IS CODE = 81 ____________________________________________________________________________ »> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW,- - MAINLINE TC(MIN) = 19.02 Page 1 15842POO.RES + 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.088 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.52 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/FIR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.52 SUBAREA RUNOFF(CFS) = 4.12 EFFECTIVE AREA(ACRES) = 8.15 AREA -AVERAGED FM(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.30 AREA -AVERAGED Ap = 0.83 TOTAL AREA(ACRES) = 8.15 PEAK FLOW RATE(CFS) - 20.81 >+>ar>xar>x+r»+aa++ra++r»>xr»r»+a»+a»>+a>a+++»++rr++>+++a+++++++>+++ +FLOW PROCESS FROM NODE 393.00 TO NODE 394.00 IS CODE = 31 ____________________________________________________________________________ »» COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA- -- -USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« =ELEVATION DATA: UPSTREAM(FEET) = 1506.74 DOWNSTREAM(FEET) = 1506-50 FLOW LENGTH(FEET) = 260.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 3.31 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.81 PIPE TRAVEL TIME(MIN.) = 1.31 Tc(MIN.) = 20.33 LONGEST FLOWPATH FROM NODE 391.00 TO NODE 394.00 = 1120.00 FEET. FLOW +PROCESS FROM NODE x394.00 TO NODE 394.00 IS CODE = 81 ____________________________________________________________________________ »» ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -- MAINLINE Tc(MIN) = 20.33 + 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.967 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.44 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) = 0.44 SUBAREA RUNOFF(CFS) = 1.14 EFFECTIVE AREA(ACRES) = 8.59 ARE Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.30 AREA -AVERAGED Ap = 0.79 TOTAL AREA(ACRES) = 8.59 PEAK FLOW RATE(CFS) = 21.07 FLOW PROCESS FROM NODE 394.00 TO NODE 441.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« -_>»»USING=COMPUTER-ESTIMATED=PIPESIZE-(NON-PRESSURE-FLOW)__=_____________ ELEVATION DATA: UPSTREAM(FEET) = 1506.50 DOWNSTREAM(FEET) 1505.40 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.94 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.07 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 20.49 LONGEST FLOWPATH FROM NODE 391.00 TO NODE 441.00 = 1205.00 FEET. END OF STUDY SUMMARY: TOTAL ARHA(ACRES) = 8.59 TC(MIN.) = 20.49 EFFECTIVE AREA(ACRES) = 8.59 AREA -AVERAGED FM(INCH/HR)= 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.30 AREA -AVERAGED Ap - 0.79 PEAK FLOW RATE(CFS) = 21.07 END OF RATIONAL METHOD ANALYSIS Page 2 M, Tract 15 843 L A A3-A100.RES +++++++++++++RATIONAL+METHOD +HYDROLOGY +COMPUTER +PROGRAM +PACKAGE +++++++++x+++ (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 North MountainAvenue, Suite 100 Upland, California 91786 (909) 982-7777 ++x ++ ++++++ ++x ++++++ DESCRIPTION OF STUDY +++++++++++++xx+++++++++++ * TRACT 15843 - AREAx 3A TO LINE D-1 i * 100 YEAR STUDY + FILE NAME: C:\aes2001\hydrosft\ratscx\A3-A100.DAT TIME/DATE OF STUDY: 15:27 05/13/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --+TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *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 D 50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) -(Velocity) Constraint = 6.0 (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 ***+501=00*TO+ NODE *+**530*00*IS*CODE +=*+21+**** ____________________________________________________________________________ »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ­ >USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA ­ INITIAL SUBAREA FLOW-LENGTH(FEET) = 579.00 ELEVATION DATA: UPSTREAM(FEET) = 1529.50 DOWNSTREAM(FEET) = 1525.30 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.056 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.703 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 2.99 0.80 0.60 52 14.06 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.60 SUBAREA RUNOFF(CFS) = 8.68 TOTAL AREA(ACRES) = 2.99 PEAK FLOW RATE(CFS) = 8.68 FLOW PROCESS FROM NODE 530.00 TO NODE 540.00 IS CODE = 63 --COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« »» (STREET TABLE SECTION N 1 USED) «c UPSTREAM ELEVATION(FEET) = 1525.30 DOWNSTREAM ELEVATION(FEET) = 1504.80 STREET LENGTH(FEET) = 880.00 CURB HEIGHT(INCHES) = 6.0 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) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0199 MAXIMUM ALLOWABLE STREET FLOW DEPTH(FEET) = 0.77 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.15 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.20 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.36 Page 1 A3-A100.RES PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.87 STREET FLOW TRAVEL TIME(MIN.) = 3.37 TC(MIN.) = 17.42 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.255 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 9.95 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) = 9.95 SUBAREA RUNOFF(CFS) = 24.87 EFFECTIVE AREA(AC'RES) = 12.94 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA_ AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 12.94 PEAK FLOW RATE(CFS) = 32.35 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.93 FLOW VELOCITY(FEET/SEC.) = 4.85 DEPTH*VELOCITY(FT*FT/SEC.) = 2.35 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 540.00 = 1459.00 FEET. FLOW PROCESS FROM NODE 540.00 TO NODE 545.00 IS CODE = 41 ---------------------------------------------------------------------------- - -COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA< « » » USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «« ELEVATION DATA: UPSTREAM(FEET) = 1496.90 DOWNSTREAM(FEET) = 1491.00 FLOW LENGTH(FEET) = 275.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLAW VELOCITY(FEET/SEC.) = 10.30 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.35 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 17.87 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 545.00 = 1734.00 FEET. FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 IS CODE = 81 ---------------------------------------------------------------- » » ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -1 - MAINLINE Tc(MIN) = 17.87 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.206 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 3.75 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) = 3.75 SUBAREA RUNOFF(CFS) = 9.21 EFFECTIVE AREA(ACRES)16.69 = AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED AP = 0.60 TOTAL AREA(ACRES) = 16.69 PEAK FLOW RATE(CFS) = 40.99 + ++ ++ ++ + +++ +>x ++ FLOW PROCESS FROM NODE 545.00 TO NODE 546.00 IS CODE = 41 ---------------------------------------------------------------------------- --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-< »» USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «« < ELEVATION DATA: UPSTREAM(FEET) = 1491.00 DOWNSTREAM(FEET) = 1486.70 FLOW LENGTH(FEET) = 510.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 8.35 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 40.99 PIPE TRAVEL TIME(MIN.) = 1.02 Tc(MIN.) = 18.89 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 546.00 = 2244.00 FEET. ++++++++++x+xxxx>r+»xxr>xx>rxx+>x»>x++>xxx>+xx+>xxxxxx++rx+++x++++++++++++ FLOW PROCESS FROM NODE 546.00 TO NODE 546.00 IS CODE = 81 ---------------------------------------------------------------------------- FLOW -»»>ADDITION OF SUBAREA TO MAINLINE PEAK 4 -MAINLINE Tc(MIN) = 18.89=====--------=---=s---==-_ * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.101 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 3.15 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) = 3.15 SUBAREA RUNOFF(CFS) = 7.44 EFFECTIVE AREA(ACRES) = 19.84 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 19.84 PEAK FLOW RATE(CFS) = 46.85 FLOW PROCESS FROM NODE 546.00 TO NODE 550.00 IS CODE = 41 ---------------------------------------------------------------------------- »» COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-- - -USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)-- ELEVATION LEMENT)--ELEVATION DATA: UPSTREAM(FEET) = 1486.70 DOWNSTREAM(FEET) = 1486.00 FLOW LENGTH(FEET) = 125.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE Page 2 A3-A100.RES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.54 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 46.85 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 19.10 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 550.00 = 2369.00 FEET. ar++a+a+ra++++++++rraaara+ar+a+x+++rr+xx++++raax++++++a+raa+++a+++a+a+x+a+a+ FLOW PROCESS FROM NODE 550.00 TO NODE 550.00 IS CODE = 81 ____________________________________________________________________________ »» ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -- MAINLINE Tc(MIN) = 19.10 *loo YEAR RAINFALL INTENSITY(INCH/HR) = 3.080 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 5.38 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) = 5.38 SUBAREA RUNOFF(CFS) = 12.60 EFFECTIVE AREA(ACRES) = 25.22 AREA -AVERAGED FM(INCH/HR) = 0.48 AREA -AVERAGED FP(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 25.22 PEAK FLOW RATE(CFS) = 59.07 +x++ar++++r+++xrraxrrr+rr++axr+rxrr+xxra+rr+++++++x+a++++xr+++r+++x+r+++++++ FLOW PROCESS FROM NODE 550.00 TO NODE 551.00 IS CODE = 41 ____________________________________________________________________________ --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-« » >>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) « < ELEVATION DATA: UPSTREAM(FEET) = 1486.00 DOWNSTREAM(FEET) = 1485.60 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 12.03 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION ARE GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 59.07 PIPE TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 19.14 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 551.00 = 2399.00 FEET. FLOW PROCESS FROM NODE 551.00 TO NODE 551.00 IS CODE = 81 ____________________________________________________________________________ »» ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -- MAINLINE Tc(MIN) = 19.14 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.076 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.70 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) = 1.70 SUBAREA RUNOFF(CFS) = 4.58 EFFECTIVE AREA(ACRES) = 26.92 AREA -AVERAGED FM(INCH/HR) = 0.45 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 26.92 PEAK FLOW RATE(CFS) = 63.56 FLOW PROCESS FROM NODE 551.00 TO NODE 552.00 IS CODE = 41 ____________________________________________________________________________ »» COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-- ­­USING UBAREA--»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)-- ELEVATION LEMENT)« <ELEVATION DATA: UPSTREAM(FEET) = 1485.60 DOWNSTREAM(FEET) = 1479.90 FLOW LENGTH(FEET) = 370.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 12.95 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 63.56 PIPE TRAVEL TIME(MIN.) = 0.48 TC(MIN.) = 19.62 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 552.00 = 2769.00 FEET. FLOW PROCESS FROM NODE 552.00 TO NODE 552.00 IS CODE = 81 ____________________________________________________________________________ > »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW- ­MAINLINE Tc(MIN) = 19.62 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.031 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.91 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) = 0.91 SUBAREA RUNOFFICFS) 2.42 EFFECTIVE AREA(ACRES) = 27.83 AREA -AVERAGED FM(INCH/HR) = 0.44 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 27.83 PEAK FLOW RATE(CFS) = 64.89 +xr xxx++x +x ++ ++xx+xxxr+ ++ ++ ++r+++++++++xr+xxrrr++ +x FLOWx PROCESS +FROM NODE 552.00 TO NODE 560.00 IS CODE = 41 » "COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < » >USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)-« « Page 3 A3-A100.RES ELEVATION DATA: UPSTREAM(FEET) = 1479-90 DOWNSTREAM(FEET) = 1479.20 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 13.22 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 64.89 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 19.68 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 560.00 = 2819.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 27.83 TC(MIN.) = 19.68 EFFECTIVE AREA(ACRES) = 27.83 AREA -AVERAGED Fm(INCH/HR)= 0.44 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.55 PEAK FLOW RATE(CFS) = 64.89 END OF RATIONAL METHOD ANALYSIS Page 4 Tract, 15 844 0 A4-100.RES +++x*+++*++++RATIONAL+METHOD +HYDROLOGY + COMPUTERx PROGRAM *PACKAGE +xx**+++***+x (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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 xx+x xxxx++++x+++++xx++ DESCRIPTION OF STUDY **+xxx++xx+++xx++++xx+++xx **LINE "A" * TRACT 15844 - AREA 4 *100 YEAR STORM x xxxxxxx x+x++x+xx++xxxx++xx++++x+x++++xxx+++xxxx++xx++++x++++x+++xrx++xx FILE NAME: C:\aes2001\hydrosft\ratscx\A4-100.DAT TIME/DATE OF STUDY: 15:54 05/13/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL --- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *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 0.50 1.50 0.0313 0.125 0.0150 2 40.0 20.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1, Relative Flow -Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) -(Velocity) Constraint = 6.0 (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 605.00 IS CODE = 21 ____________________________________________________________________________ ——RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 813.00 ELEVATION DATA: UPSTREAM(FEET) = 1504.40 DOWNSTREAM(FEET) = 1484.70 To = K*((LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.649 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.944 SUBAREA To 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 4.09 0.80 0.60 52 12.65 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 12.76 TOTAL AREA(ACRES) = 4.09 PEAK FLOW RATE(CFS) = 12.76 FLOW PROCESS FROM NODE 605.00 TO NODE 610.00 IS CODE = 62 --COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« »»>(STREET TABLE SECTION # 1 USED) «« UPSTREAM ELEVATION (FEET) = 1484.70 DOWNSTREAM ELEVATION(FEET) = 1480 80 STREET LENGTH(FEET) = 577.00 CURB HEIGHT(INCHES) = 6.0 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) = 0.0150 Manning's FRICTION FACTOR for Hack -of -Walk Flow Section = 0.0148 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 18.82 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.48 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.66 Page 1 A4-100.RES PRODUCT OF DEPTH&VELOCITY(FT-FT/SEC.) = 1.32 Apok STREET FLOW TRAVEL TIME(MIN.) = 3.61 Tc(MIN.) = 16.26 ' 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.393 SUBAREA LOSS RATE DATA(AMC III): r4bwDEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 4.61 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) = 4.61 SUBAREA RUNOFF(CFS) = 12.10 EFFECTIVE AREA(ACRES) = 8.70 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 8.70 PEAK FLOW RATE(CFS) = 22.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.23 FLOW VELOCITY(FEET/SEC.) = 2.77 DEPTH-VELOCITY(FT'FT/SEC.) = 1.46 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 610.00 = 1390.00 FEET. +:+++•x++++x+++xx++xrx+rrx++rxx+rr+++rxx+rxx+++++++xx+++++++++++++++++++++++ FLOW PROCESS FROM NODE 610.00 TO NODE 620.00 IS CODE = 41 ____________________________________________________________________________ »» COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « » >USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) — « ELEVATION DATA: UPSTREAM(FEET) = 1474.20 DOWNSTREAM(FEET) = 1471.80 FLOW LENGTH(FEET) = 290.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 15.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.83 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.83 PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 16.88 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 620.00 = 1680.00 FEET. FLOW PROCESS FROM NODE 620.00 TO NODE 620.00 IS CODE = 81 ____________________________________________________________________________ »» ADDITION OF SUBAREA TO MAINLINE PEAK FLOW' ­ MAINLINE Tc(MIN) = 16.88 ' 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.318 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 3.05 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) = 3.05 SUBAREA RUNOFF(CFS) = 7.80 EFFECTIVE AREA(ACRES) = 11.75 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 11.75 PEAK FLOW RATE(CFS) = 30.04 +++++x+rssx+rsxxrr++++xx++rr+++rx+++x++++++++++++++++r+++rx+++++ 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.) = 16.88 RAINFALL INTENSITY(INCH/RR) = 3.32 ARE Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 11.75 TOTAL STREAM AREA(ACRES) = 11.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 30.04 ++++++++++++++++.++++++++..+++++++rx++.rr++rr+++xs.......... +++++x++++++++++ FLOW PROCESS FROM NODE 600.00 TO NODE 625.00 IS CODE = 21 --------------------------------- ----- - --------------------------------- »» RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA,. INITIAL SUBAREA FLOW-LENGTH(FEET) = 856.00 ELEVATION DATA: UPSTREAM(FEET) = 1504.40 DOWNSTREAM(FEET) = 1490.10 Tc = K'((LENGTH's 3.00)/(ELEVATION CHANGE)] " 0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.910 s 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.726 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/ACRS" A 3.94 0.80 0.60 52 13.91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 11.52 TOTAL AREA(ACRES) = 3.94 PEAK FLOW RATE(CFS) = 11.52 x rxsssxxsxx+sx+ssxx+sx+ssrsssssssx+s+sssssss+rxx+ss++rx++sx++r +sss+sss+sss+r FLOW PROCESS FROM NODE 625.00 TO NODE 630.00 IS CODE = 62 ____________________________________________________________________________ »» COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA,,.« »» (STREET TABLE SECTION # 1 USED),,,,, UPSTREAM ELEVATION(FEET) = 1490.10 DOWNSTREAM ELEVATION(FEET) = 1479.60 Page 2 A4-100.RES STREET LENGTH(FEET) = 624.00 CURB HEIGHT(INCHES) = 6.0 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 Mannings FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0148 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.41 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.65 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.63 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.52 STREET FLOW TRAVEL TIME(MIN.) = 2.87 TC(MIN.) = 16.78 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.329 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 3.81 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) = 3.81 SUBAREA RUNOFF(CFS) = 9.78 EFFECTIVE AREA(ACRES) = 7.75 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 7.75 PEAK FLOW RATE(CFS) = 19.89 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.82 FLOW VELOCITY(FEET/SEC.) = 3.79 DEPTH*VELOCITY(FT*FT/SEC.) = 1.68 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 630.00 = 1480.00 FEET. xx+++x xxxx+r+xxx+xxxx+x+x+++xxxxxxxxxxx+xxxxx++xxx++xxxx+**xxxx+ FLOW PROCESS FROM NODE 630.00 TO NODE 620.00 IS CODE = 41 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« »> USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) —— ELEVATION DATA: UPSTREAM(FEET) = 1473.00 DOWNSTREAM(FEET) = 1471.80 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 6.33 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 +*P*PE+*�W++FS++xxx++xx+89xx+++xxxxx+xxx+++++xx++xx x++xxxx+xxxx++xxxxx x+xx PIPE TRAVEL TIME(MIN.) = 0.66 TC(MIN.) = 17.44 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 620.00 1730.00 FEET. FLOW PROCESS FROM NODE 620.00 TO NODE 620.00 IS CODE = 1 ____________________________________________________________________________ ——DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«< »» AND COMPUTE VARIOUS CONFLUENCED STREAM VALUESc« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.44 RAINFALL INTENSITY(INCH/HR) = 3.25 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 7.75 TOTAL STREAM AREA(ACRES) = 7.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.89 ** CONFLUENCE DATA * STREAM Q TC Intensity FP(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 30.04 16.88 3.318 0.80( 0.48) 0.60 11.8 600.00 2 19.89 17.44 3.253 0.80( 0.48) 0.60 7.8 600.00 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 49.73 16.88 3.318 0.80( 0.48) 0.60 19.3 600.00 2 49.25 17.44 3.253 0.80( 0.48) 0.60 19.5 600.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 49.73 TC(MIN.) = 16.88 EFFECTIVE AREA(ACRES) = 19.25 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREAIACRES) = 19.50 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 620.00 = 1730.00 FEET. FLOW PROCESS FROM NODE 620.00 TO NODE 640.00 IS CODE = 41 ____________________________________________________________________________ » » COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«< >» USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «< ELEVATION DATA: UPSTREAM(FEET) = 1471.80 DOWNSTREAM(FEET) = 1471.00 Page 3 A4-100.RES FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.54 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 49.73 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 17.11 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 640.00 = 1850.00 FEET. FLOW PROCESS FROM NODE 640.00 TO NODE 640.00 IS CODE = 81 ------------------------------------ _--------- ___--- _---- _------ --ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« cc< MAINLINE Tc(MIN) = 17.11 • 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.290 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Pp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.52 0.80 0.10 52 RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.47 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 SUBAREA AREAIACRES) = 2.99 SUBAREA RUNOFF(CFS) = 8.11 EFFECTIVE AREA(ACRES) = 22.24 AREA -AVERAGED Fm(INCH/HR) = 0.45 AREA -AVERAGED FP(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.57 TOTAL AREAIACRES) = 22.49 PEAK FLOW RATE(CFS) = 56.85 FLOW PROCESS FROM NODE 640.00 TO NODE 650.00 IS CODE = 41 ____________________________________________________________________________ » -COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-« »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) -- ELEVATION DATA: UPSTREAM(FEET) = 1471.00 DOWNSTREAM(FEET) = 1470.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 20.5 INCHES PIPE -FLAW VELOCITY(FEET/SEC.) = 13.69 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 56.85 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 17.17 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 650.00 = 1900.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 22.49 TC(MIN.) = 17.17 EFFECTIVE AREA(ACRES) = 22.24 AREA -AVERAGED Fm(INCH/HR)= 0.45 AREA -AVERAGED Pp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.57 PEAK FLOW RATE(CFS) = 56.85 ++ PEAK FLOW RATE TABLE ++ STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 56.85 17.17 3.283 0.80( 0.45) 0.57 22.2 600.00 2 56.21 17.73 3.221 0.80( 0.45) 0.57 22.5 600.00 END OF RATIONAL METHOD ANALYSIS Page 4 101 Line "B" (Offsite [School Area], Tract 15843, Offsite [Residential Tract]) �J B-100R1.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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ++xx**+x++> ++**> *+**++ DESCRIPTION OF STUDY ++*++++++*x++x++++++*+++x+ • FUTURE SCHOOL, TRACT 15843, RESIDENTIAL TRACT + 100 YEAR STUDY + +++xLINE +"B++x**++++**x+++*x+++*+>+++++x>+++**xx++>x+++++*++***+++*+*+++**+++ FILE NAME: C:\aes2001\hydrosft\ratscx\B-100R1.DAT TIME/DATE OF STUDY: 07:17 05/14/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 -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 30.0 20.0 0.018/0.018/0.020 0 67 1.50 0.0313 0.125 0.0150 2 33.0 16.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 0.0150 3 22.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 4 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 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 = 6.0 (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 332.00 IS CODE = 21 --RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- ­USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREAFLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1614.00 DOWNSTREAM(FEET) = 1583.30 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.106 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.861 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 9.50 0.80 0.60 52 13.11 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.60 SUBAREA RUNOFF(CFS) = 28.93 TOTAL AREA(ACRES) = 9.50 PEAK FLOW RATE(CFS) = 28.93 FLOW PROCESS FROM NODE 332.00 TO NODE 334.00 IS CODE = 52 »--COMPUTE NATURAL VALLEY CHANNEL FLOW' cc »»>TRAVELTIME THRU SUBAREA- ­ ELEVATION DATA: UPSTREAM(FEET) = 1583.30 DOWNSTREAM(FEET) = 1535.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 1882.00 CHANNEL SLOPE = 0.0256 CHANNEL FLOW THRU SUBAREA(CFS) = 28.93 FLOW VELOCITY(FEET/SEC) = 5.30 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.92 Tc(MIN.) = 19.02 LONGEST FLOWPATH FROM NODE 331.00 TO NODE 334.00 = 2882.00 FEET. FLOW PROCESS FROM NODE 334.00 TO NODE 334.00 IS CODE = 81 ____________________________________________________________________________ ——ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ­ MAINLINE Tc(MIN) = 19.02 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.088 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AP SCS Page 1 B-100R1.RES LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.91 0.80 0.10 52 RESIDENTIAL "3-4 DWELLINGS/ACRE" A 66.80 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.59 SUBAREA AREA(ACRES) = 67.71 SUBAREA RUNOFF(CFS) = 159.38 EFFECTIVE AREA(ACRES) = 77.21 AREA -AVERAGED FM(INCH/HR) = 0.47 AR _A_ Fp(INCH/HP.) = 0.80 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 77.21 PEAK FLOW RATE(CFS) = 181.70 xx+axww++x++wxa+++x+++xa++xxx++x+++x+++xx++++x++++x+++x+++a+++++ FLOW PROCESS FROM NODE 334.00 TO NODE 335.00 IS CODE = 41 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1525.20 DOWNSTREAM(FEET) = 1508.90 FLOW LENGTH(FEET) = 740.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 18.89 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 181.70 PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 19.68 LONGEST FLOWPATH FROM NODE 331.00 TO NODE 335.00 = 3622.00 FEET. FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 81 ------------------------------------------------ ________________ --ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -- MAINLINE Tc(MIN) = 19.68 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.026 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COtM1ERCIAL A 0.80 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) = 0.80 SUBAREA RUNOFF(CFS) = 2.12 EFFECTIVE AREA(ACRES) = 78.01 AREA -AVERAGED Fm(INCH/HR) = 0.47 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 78.01 PEAK FLOW RATE(CFS) = 181.70 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE rxw++ra++wxxx++xx+++a++wax++ax++xxwwr++++>r+++x++++xx++++++>++++++++wax+++ax FLOW PROCESS FROM NODE 335.00 TO NODE 336.00 IS CODE = 41 ____________________________________________________________________________ »» COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA­­ ­-USING UBAREAc<>»USING USER-SPECIFIED -PIPESIZE -(EXISTING _ELEMENT) « oc----------------- ELEVATION DATA: UPSTREAM(FEET) = 1508.90 DOWNSTREAM(FEET) = 1496.60 FLOW LENGTH(FEET) = 560.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SSC.) = 18.89 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 181.70 PIPE TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 20.17 LONGEST FLOWPATH FROM NODE 331.00 TO NODE 336.00 = 4182.00 FEET. xx.wra++war++rxx++wx++wax+wxx+aa+x+axwwxxxx rrxxwraxwwaxw+x+++x+++>rax++ax+wx FLOW PROCESS FROM NODE 336.00 TO NODE 336.00 IS CODE = 81 ____________________________________________________________________________ »» ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -- MAINLINE Tc(MIN) = 20.17 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.981 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.89 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) = 0.89 SUBAREA RUNOFF(CFS) = 2.32 EFFECTIVE AREAIACRES) = 78.90 AREA -AVERAGED Fm(INCH/HR) = 0.46 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 78.90 PEAK FLOW RATE(CFS) = 181.70 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE +w ++ ww rr ++ ++x w> ++ w wr +wx + r a +r +wxx+xxxxrrrx+w wx FLOW PROCESS FROM NODExx 336.00w TOx NODEx+ x337.00 IS CODE = 41 ____________________________________________________________________________ »-COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-- - -USING -USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «« ELEVATION DATA: UPSTREAM(FEET) = 1496.60 =DOWNSTREAM(FEET) = 1495.10 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 18.89 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 181.70 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 20.22 LONGEST FLOWPATH FROM NODE 331.00 TO NODE 337.00 = 4232.00 FEET. FLOW PROCESS FROM NODE 337.00 TO NODE 337.00 IS CODE = 81 Page 2 B-100R1.RES -----------------------------------------------------------------------_---- » » ADDITION OF SUBAREA TO MAINLINE PEAK FLOW-- MLINE Tc(MIN) = 20.22===___________________________________ * 0 YEAR RAINFALL INTENSITY(INCH/HR) = 2.977 SREA MAINLINE RATE (A DATAMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 38.80 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) = 38.80 SUBAREA RUNOFF(CFS) = 87.29 EFFECTIVE AREA(ACRES) = 117.70 AREA -AVERAGED Fm(INCH/HR) = 0.47 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 117.70 PEAK FLOW RATE(CFS) = 265.71 FLOW PROCESS FROM NODE 337.00 TO NODE 337.00 IS CODE = 10 ---------------------------------------------------------------------------- » >MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 « «< FLOW PROCESS FROM NODE 337.00 TO NODE 337.00 IS CODE = 15.1 ---------------------------------------------------------------------------- » -DEFINE MEMORY BANK # 2 «« < PEAK FLOWRATE TABLE FILE NAME: C:\aes2001\hydrosft\ratscx\A3-B100.DNA MEMORY HANK # 2 DEFINED AS FOLLOWS: STREAM Q Tc Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (ACRES) NODE 1 29.46 16.09 0.80( 0.48) 0.60 10.8 500.00 TOTAL AREA(ACRES) = 10.76 x+++xx++++xx+x+xxxx++xxx+++xxx+++x+x+++xxxx++++++x++++++x+xrxx++xxxx++++xxx+ FLOW PROCESS FROM NODE 337.00 TO NODE 337.00 IS CODE = I1 ---------------------------------------------------------------------------- » >CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY-­ MAIN EMORY««MAIN STREAM CONFLUENCE DATA ** xSTREAM Q Tc Intensity FP(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 265.71 20.22 2.977 0.80( 0.47) 0.59 117.7 331.00 LONGEST FLOWPATH FROM NODE 331.00 TO NODE 337.00 = 4232.00 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 29.46 16.09 3.414 0.80( 0.48) 0.60 10.8 500.00 FROM LONGEST FLOWPATH FROM NODE 500.00 TO NODE 337.00 = 1710.00 FEET. x * * PEAK FLOW RATE TABLE * STREAM Q Tc Intensity FP(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 277.80 16.09 3.414 0.80( 0.47) 0.59 104.5 500.00 2 290.79 20.22 2.977 0.80( 0.47) 0.59 128.5 331.00 TOTAL AREA(ACRES) = 128.46 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 290.79 Tc(MIN.) = 20.216 EFFECTIVE AREA(ACRES) = 128.46 AREA -AVERAGED Fm(INCH/HR) = 0.47 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 128.46 LONGEST FLOWPATH FROM NODE 331.00 TO NODE 337.00 = 4232.00 FEET. FLOW PROCESS FROM NODE 337.00 TO NODE 338.00 IS CODE = 41 ____________________________________________________________________________ »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBARRA«« .-USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)-- ELEVATION LEMENT)--ELEVATION DATA: UPSTREAM(FEET) = 1495.10 DOWNSTREAM(FEET) = 1486.47 FLOW LENGTH (FEET) - 427.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 18.28 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 290.79 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 20.61 LONGEST FLOWPATH FROM NODE 331.00 TO NODE 338.00 = 4659.00 FEET. +++xxx+x+xxxxxxx+xx:x+xxxx+xx++xxxx+x+xxxx+++xx++xxx+++xr++x+++++xxx+++xxxx x FLOW PROCESS FROM NODE 338.00 TO NODE 338.00 IS CODE = 81 ____________________________________________________________________________ , »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« MAINLINE Tc(MIN) = 20.61 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.943 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 0.69 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) = 0.69 SUBAREA RUNOFF(CFS) = 1.53 EFFECTIVE AREA(ACRES) = 129.15 AREA -AVERAGED Fm(INCH/HR) = 0.47 Page 3 B-100R1.RES AREA -AVERAGED FP(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 129.15 PEAK FLOW RATE(CFS) = 290.79 *+NOTE**PEAK+FLOW*RA#E*DEFAULTED*TO*UPS*REAM*VALUE++++++++++++++++++++» ++++ FLOW PROCESS FROM NODE 338*00 TO NODE 339.00 _IS CODE = 31 _____________________________________ ______ » »,,COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « »»,,USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « « < ELEVATION DATA: UPSTREAM(FEET) = 1486.47 DOWNSTREAM(FEET) = 1480.10 FLOW LENGTH(FEET) = 330.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 44.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.75 ESTIMATEDPIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 290.79 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 20.88 LONGEST FLOWPATH FROM NODE 331.00 TO NODE 339.00 = 4989.00 FEET. FLOW PROCESS FROM NODE 339.00 TO NODE 339.00 IS CODE = 81 ____________________________________________________________________________ »»,,ADDITION OF SUBAREA TO MAINLINE PEAK FLOW-1- MAINLINE LOW«« <MAINLINE TC(MIN) = 20.88 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.920 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 12.70 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) = 12.70 SUBAREA RUNOFF(CFS) = 32.46 EFFECTIVE AREA(ACRES) = 141.85AREA-AVERAGED Fm(INCH/HR) = 0.43 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 141.85 PEAK FLOW RATE(CFS) = 317.25 FLOW PROCESS FROM NODE 339.00 TO NODE 340.00 IS CODE = 41 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« < »»,,USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) -- ELEVATION DATA: UPSTREAM(FEET) = 1480.10 DOWNSTREAM(FEET) = 1478.00 FLOW LENGTH(FEET) = 105.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 19.95 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 317.25 AlobkPIPE > LONGEST FLO TIME{MIN.)**** 0*09*xr x*+r'+NOD r » 0497++*+ ****4+****+ET. »+ LONGEST FLOWPATH FROM NODS 331.00 TO NODE 340.00 = 5099.00 FEET. FLOW PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 81 ____________________________________________________________________________ »»,,ADDITION OF SUBAREA TO MAINLINE PEAK FLOW-­ MAINLINE LOW««MAINLINE Tc(MIN) = 20.97 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.912 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.94 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) = 0.94 SUBAREA RUNOFF(CFS) = 2.40 EFFECTIVE AREA(ACRES) = 142.79 AREA -AVERAGED Fm(INCH/HR) = 0.43 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 142.79 PEAK FLOW RATE(CFS) = 318.71 FLOW PROCESS FROM NODE 340.00 TO NODE 341.00 IS CODE = 41 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-< » »,,USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)- ­ ELEVATION DATA: UPSTREAM (FEET) = 1478.00 DOWNSTREAM(FEET) = 1477.06 FLOW LENGTH(FEET) = 37.07 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 20.04 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 318.71 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 21.00 LONGEST FLOWPATH FROM NODE 331.00 TO NODE 341.00 = 5131.07 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 142.79 TC(MIN.) = 21.00 EFFECTIVE AREA(ACRES) = 142.79 AREA -AVERAGED FM(INCH/HR)= 0.43 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.54 PEAK FLOW RATE(CFS) = 318.71 +* PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 309.34 16.90 3.315 0.80( 0.42) 0.53 118.8 500.00 2 318.71 21.00 2.910 0.80( 0.43) 0.54 142.8 331.00 Page 4 W, Tract 15 843 A A3-B100.RES ***x*»**»x***RATIONAL *METHOD »HYDROLOGY *COMPUTER +PROGRAM *PACKAGE **+»x+***»» Amok (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 S Foreman, Inc. 1152 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 »*+++x »++++»»»+++x+»+++++ DESCRIPTION OF STUDY +++xx»x+++++»++++++**»xx»» * LINE "B" + * TRACT 15843 - AREA 3E TO LINE D2 + * 100 YEAR STORM FILE NAME: C:\aes200l\hydrosft\ratscx\A3-BlOO.DAT TIME/DATE OF STUDY: 01:32 04/17/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 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 0.50 150 0.0313 0.125 0.0200 2 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0200 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.46 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) -(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR ** USER -SPE TO THE UPSTREAM TOPOGRAPHIC SLOE*+* »xx »ENT T SELECTED +»»»»++» *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<c »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA ­ INITIAL SUBAREA FLOW-LENGTH(FEET) = 670.00 ELEVATION DATA: UPSTREAM(FEET) = 1534.00 DOWNSTREAM(FEET) = 1515.20 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 11.369 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.205 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 3.66 0.80 0.60 52 11.37 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 12.28 TOTAL AREA(ACRES) = 3.66 PEAK FLOW RATE(CFS) = 12.28 FLOW »PROCESS FROM NODE 510.00*TO*NODE 520.00 IS CODE = 62 --COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«< > »>(STREET TABLE SECTION # 1 USED) « c UPSTREAM ELEVATION(FEET) = 1515.20 DOWNSTREAM ELEVATION(FEET) = 1505.00 STREET LENGTH(FEET) = 700.00 CURB HEIGHT(INCHES) = 6.0 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) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 22.03 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 19.20 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.97 CPage I A3-B100.RES PRODUCT OF DEPTH&VELOCITY(FT-FT/SEC.) = 1.50 STREET FLOW TRAVEL TIME(MIN.) = 3.93 Tc(MIN.) = 15.30 -loo YEAR RAINFALL INTENSITY(INCH/HR) = 3.520 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 7.10 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) = 7.10 SUBAREA RUNOFF(CFS) = 19.44 EFFECTIVE AREA(ACRES) = 10.76 AREA-AVERAGED FM(INCH/HR) = 0.48 AREA-AVERAGED Fp(INCH/HR) = 0.80 AREA-AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 10.76 PEAK FLOW RATE(CFS) = 29.46 END OF SUBAREA STREET FLOW HYDRAULICS.- DEPTH(FEET) YDRAULICS:DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 22.26 FLOW VELOCITY(FEET/SEC.) = 3.24 DEPTH+VELOCITY(FTrFT/SEC.) = 1.77 -NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 700.0 FT WITH ELEVATION-DROP = 10.2 FT, IS 21.5 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 520.00 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 520.00 = 1370.00 FEET. xrr++++rrrr+aaxa+rr+++xxarraaxxrrrrxxxxr++aaaxx+arrr++axrx+x+xr+ra+ax+xrrxax FLOW PROCESS FROM NODE 520.00 TO NODE 337.00 IS CODE = 41 ____________________________________________________________________________ »» COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«« »» USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) —— ELEVATION DATA: UPSTREAM(FEET) = 1497.10 DOWNSTREAM(FEET) = 1495.10 FLOW LENGTH(FEET) = 340.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.11 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) - 29.46 PIPE TRAVEL TIME(MIN.) = 0.80 Tc(MIN.) = 16.09 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 337.00 = 1710.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.76 TC(MIN.) = 16.09 EFFECTIVE AREA(ACRES) = 10.76 AREA-AVERAGED FM(INCH/HR)= 0.48 AREA-AVERAGED Fp(INCH/HR) = 0.80 AREA-AVERAGED Ap = 0.60 PEAK FLOW RATE(CFS) = 29.46 END OF RATIONAL METHOD ANALYSIS m Page 2 E401 Sub -Area Calcons (25 -Year Study) t; EO Tracts 15841 & 15841-1 A - - -- ---------------- 9A TRACT 15841 FLOW PROCESS FROM NODE 900.00 TO NODE 905.00 IS CODE = 21 »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « > USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA ­ INITIAL SUBAREA FLOW-LENGTH(FEET) = 567.00 ELEVATION DATA: UPSTREAM(FEET) = 1541.40 DOWNSTREAM(FEET) = 1533.50 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.233 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.168 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.47 0.98 0.60 32 12.23 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 3.42 TOTAL AREA(ACRES) = 1.47 PEAK FLOW RATE(CFS) = 3.42 +r++rrr++rr++++r+++r+++x+++++++xr+++xr+r+++rr++++r++r+++++++rxxr++x+++xr+r+r FLOW PROCESS FROM NODE 905.00 TO NODE 910.00 IS CODE = 61 ____________________________________________________________________________ »» COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« »»>(STANDARD CURB SECTION USED) —— UPSTREAM ELEVATION(FEET) = 1533.50 DOWNSTREAM ELEVATION(FEET) = 1527.60 STREET LENGTH(FEET) = 554.00 CURB HEIGHT(INCHES) = 6.0 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 = 1 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) = 5.27 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.37 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.74 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.32 STREET FLOW TRAVEL TIME(MIN.) = 2.47 TC(MIN.) = 14.70 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.837 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 113-4 DWELLINGS/ACRE" A 1.83 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.83 SUBAREA RUNOFF(CFS) = 3.71 EFFECTIVE AREA(ACRES) = 3.30 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap - 0.60 TOTAL AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) = 6.69 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.54 FLOW VELOCITY(FEET/SEC.) = 3.96 DEPTH*VELOCITY(FT*FT/SEC.) = 1.49 LONGEST FLOWPATH FROM NODE 900.00 TO NODE 910.00 = 1121.00 FEET. ---------------------------------------------------------------- 9B TRACT 15841 FLOW PROCESS FROM NODE 915.00 TO NODE 920.00 IS CODE = 21 ----------------------- _----- _--- _------ _------- ________________ --RATIONAL METHOD INITIAL SUBAREA ANALYSIS< — »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA— INITIAL SUBAREA FLOW-LENGTH(FEET) = 857.00 ELEVATION DATA: UPSTREAM(FEET) = 1542.00 DOWNSTREAM(FEET) = 1528.60 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.101 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.909 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.93 0.98 0.60 32 14.10 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 6.13 TOTAL AREA(ACRES) = 2.93 PEAK FLOW RATE(CFS) = 6.13 --------------- - --+ ( 10A TRACT 15841 I 15114_--------------------------------------------------------------- STREET FLOW NODES 400(1000) TO 420(1005) FOR TRACT 15841 IN THE 25 YEAR HYDROLOGY STUDY SECTION WERE USED FOR PEAK FLOWS. 10 -------------------------------------------------------------- ) IOB TRACT 15841 1 +--------------------------------------------------------------------------* STREET FLOW NODES 400(1000) TO 420(1005) FOR TRACT 15841 IN THE 25 YEAR HYDROLOGY STUDY SECTION WERE USED FOR PEAK FLOWS. I-------------------------------------------------- - I loc I TRACT 15841 --------------------------------------------------------------, FLOW PROCESS FROM NODE 1030.00 TO NODE 1035.00 IS CODE = 21 _____________________________________ ''SEI METHOD INITIAL SUBAREA ANALYSIS« « < TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« _____________________________________________________________ INITIAL SUBAREA FLOW-LENGTH(FEET) = 338.00 ELEVATION DATA: UPSTREAM(FEET) = 1551.50 DOWNSTREAM(FEET) = 1540.49 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 AREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.392 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.971 SUBAREA Tc AND LOSS RATE DATA(AMC II). DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.99 0.98 0.60 32 8.39 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 3.02 TOTAL AREA(ACRES) = 0.99 PEAK FLOW RATE(CFS) = 3.02 ---------------------------------------------------------------------------x 1 11A 1. TRACT 15841 1 *____--- __--------------------------------------------------------------- +xxx»»++++xx++++»+x++x+x++x»+++++»»xx+++x»+++xxxx»xx+xxx+xxxx++xxxx+++x+xx»+ FLOW PROCESS FROM NODE 1100.00 TO NODE 1105.00 _IS _CODE = 21 __________________________________________ »»RATIONAL METHOD INITIAL SUBAREA ANALYSIS -111 »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 847.00 ELEVATION DATA: UPSTREAM(FEET) = 1540.18 DOWNSTREAM(FEET) = 1528.15 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.308 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.883 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 3.42 0.98 0.60 32 14.31 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.60 SUBAREA RUNOFF(CFS) = 7.07 TOTAL AREA(ACRES) = 3.42 PEAK FLOW RATE(CFS) = 7.07 ------------------- IIB TRACT15841 --------------------------------------------------------------I FLOW PROCESS FROM NODE 1110.00 TO NODE 1115.00 IS CODE = 21 -,,RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 815.00 ELEVATION DATA: UPSTREAM(FEET) = 1574.36 DOWNSTREAM(FEET) = 1558.50 Tc = K+((LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.229 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.022 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.82 0.98 0.60 32 13.23 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 1.80 TOTAL AREA(ACRES) = 0.82 PEAK FLOW RATE(CFS) = 1.80 FLOW PROCESS FROM NODE 1115.00 TO NODE 1120.00 IS CODE = 61 ____________________________________________________________________________ »» COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« »> (STANDARD CURB SECTION USED) « « UPSTREAM ELEVATION(FEET) = 1558.50 DOWNSTREAM ELEVATION(FEET) = 1533.30 STREET LENGTH(FEET) = 1140.00 CURB HEIGHT(INCHES) = 6.0 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 = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0100 Adftk Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.68 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.99 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.58 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.04 STREET FLOW TRAVEL TIME(MIN.) = 3.41 Tc(MIN.) = 16.63 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.634 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREAFp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 7.43 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 7.43 SUBAREA RUNOFF(CFS) = 13.70 EFFECTIVE AREA(ACRES) = 8.25 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA _AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 8.25 PEAK FLOW RATE(CFS) = 15.21 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.12 FLOW VELOCITY(FEET/SEC.) = 6.33 DEPTH*VELOCITY(FT*FT/SEC.) = 2.71 LONGEST FLOWPATH FROM NODE 1110.00 TO NODE 1120.00 = 1955.00 FEET. ---------------------- llc TRACT 15841 __________________I a+a+++a++a+aaa++++a+a++aaa++asaa+aaaa+a+aa+aaaaaaaaa+aa+aaaaaaa+++aa+aa+aaaa FLOW PROCESS FROM NODE 1125.00 TO NODE 1130.00 IS CODE = 21 __________ ____ ::—RATIONAL METHOD INITIAL SUBAREA ANALYSIS -- USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ___________________ INITIAL SUBAREA FLOW-LENGTH(FEET) = 650.00 ELEVATION DATA: UPSTREAM(FEET) = 1542.50 DOWNSTREAM(FEET) = 1533.37 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)] -0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.899 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.068 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.88 0.98 0.60 32 12.90 SUBAREA AVERAGE PERVIOUS LOSS RATE, PP(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 4.20 TOTAL AREA(ACRES) = 1.88 PEAK FLOW RATE(CFS) = 4.20 m Tract 15 842 [44 ---------------------------- 26A TRACT 15842 -------------------------------------------------------------- STREET FLOW NODES 370(2600) TO 385(2610) FOR TRACT 15842 IN THE 100 YEAR HYDROLOGY STUDY SECTION WERE USED FOR PEAK FLOWS. --------------------------- -- 26s I TRACT 15842 I --------------------------------------------------------------- STREET FLOW NODES 370(2600) TO 385(2610) FOR TRACT 15842 IN THE 100 YEAR HYDROLOGY STUDY SECTION WERE USED FOR PEAK FLOWS. --- ------ 27A ( TRACT 15842 m xxxxxx+++xxxxx+++x+++x+++++++++++++++++++++++xrrxxx+xxx+x+++++++r+++++++rx++ FLOW PROCESS FROM NODE 2615.00 TO NODE 2620.00 IS CODE = 21 ---- ________________ __ » » RATIONAL METHOD INITIAL SUBAREA ANALYSIS « < »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA- -------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 510.00 ELEVATION DATA: UPSTREAM(FEET) = 1544.50 DOWNSTREAM(FEET) = 1535.77 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.252 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.231 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 3.18 0.80 0.60 52 11.25 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 10.74 TOTAL AREA(ACRES) = 3.18 PEAK FLOW RATE(CFS) = 10.74 ++xrx+rrrrrrrrxrxxxxxxrxxxxxxxxx+x+++xxx++++xrrx rxxxxxxxx+r rrxrrrrrrrxxxxxxx FLOW PROCESS FROM NODE 2620.00 TO NODE 2625.00 IS CODE = 61 ____________________________________________________________________________ »» COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA- ­ (STANDARD CURB SECTION USED) «« UPSTREAM ELEVATION(FEET) = 1535.77 DOWNSTREAM ELEVATION(FEET) = 1520.82 STREET LENGTH(FEET) = 510.00 CURB HEIGHT(INCHES) = 6.0 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) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.10 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.57 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.59 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.50 STREET FLOW TRAVEL TIME(MIN.) = 2.37 TC(MIN.) = 13.62 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.774 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 1-3-4 DWELLINGS/ACRE" A 3.61 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) = 3.61 SUBAREA RUNOFF(CFS) = 10.71 EFFECTIVE AREA(ACRES) = 6.79 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 6.79 PEAK FLOW RATE(CFS) = 20.14 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 15.98 FLOW VELOCITY(FEET/SEC.) = 3.77 DEPTH*VELOCITY(FT*FT/SEC.) = 1.68 LONGEST FLOWPATH FROM NODE 2615.00 TO NODE 2625.00 = 1020.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 6.79 TC(MIN.) = 13.62 EFFECTIVE AREA(ACRES) = 6.79 AREA -AVERAGED Fm(INCH/HR)= 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 PEAK FLOW RATE(CFS) = 20.14 m Ca Tract 15 843 0 +--------------------------------------------------------------------------+ 12A TRACT 15843 +++++x+++xxxxxxx+xx++xx++x+++x+++xx++xxxx+xxxx+xx+xxxx+x+x+xxx+xxxxxxx++++++ FLOW PROCESS FROM NODE 1200.00 TO NODE 1205.00 IS CODE = 21 _-_________---------------------- -------- __ __________ »RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 583.50 ELEVATION DATA: UPSTREAM(FEET) = 1511.54 DOWNSTREAM(FEET) = 1504.10 Tc = K+[(LENGTH++ 3.00)/(ELEVATI0N CHANGE)) -0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.595 t 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.113 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.16 0.98 0.60 32 12.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 4.91 TOTAL AREA(ACRES) = 2.16 PEAK FLOW RATE(CFS) = 4.91 '"w --------------------------------------* 1128 TRACT 15843 ++x+xxx++x+xx++x+xa+axxxxx+xxxax+rxxrrx+++++++++++++++++++++++++++++++++xx++ FLOW PROCESS FROM NODE 1210.00 TO NODE 1215.00 IS CODE = 21 ........ ___----- ___------ ______________________________________----------- »RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 568.00 ELEVATION DATA: UPSTREAM(FEET) = 1527.35 DOWNSTREAM(FEET) = 1515.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)) -0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 11.199 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.340 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.06 0.98 0.60 32 11.20 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 5.11 TOTAL AREA(ACRES) = 2.06 PEAK FLOW RATE(CFS) = 5.11 xr++x+rxrr+rx++aaaa aaaaraxaaaaaaaraaaa++++r+++x+r+++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 1215.00 TO NODE 1220.00 IS CODE = 61 _________________________________________< _______-_______ --COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA-- - ­(STANDARD (STANDARD CURB SECTION USED) «« UPSTREAM ELEVATION(FEET) = 1515.00 DOWNSTREAM ELEVATION(FEET) = 1505.00 STREET LENGTH(FEET) = 642.00 CURB HEIGHT(INCHES) = 6.0 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 = 1 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 Adak **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.46 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.15 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.68 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.73 STREET FLOW TRAVEL TIME(MIN.) = 2.29 Tc(MIN.) = 13.49 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.988 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.17 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.17 SUBAREA RUNOFF(CFS) = 4.69 EFFECTIVE AREA(ACRES) = 4.23 AREA -AVERAGED F.(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 4.23 PEAK FLOW RATE(CFS) = 9.15 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.16 FLOW VELOCITY(FEET/SEC.) = 4.94 DEPTH*VELOCITY(FT*FT/SEC.) = 1.92 LONGEST FLOWPATH FROM NODE 1210.00 TO NODE 1220.00 = 1210.00 FEET. -------------------------------------------------------------------------- 12C TRACT 15843 +xx+++xxxxx+xxrxrrxrr++r+xrsr+xx+xx++++rrrx:++++++++++++++++++rxx+xx++xxxxxx FLOW PROCESS FROM NODE 1225.00 TO NODE 1230.00 IS CODE - 21 __________________________________________ _________________ »RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< »USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA- ____________________________________________________________________________ INITIAL SUBAREA FLOW-LENGTH(FEET) = 569.00 ELEVATION DATA: UPSTREAM(FEET) = 1527.35 DOWNSTREAM(FEET) = 1515.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 11.211 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.338 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.60 0.98 0.60 32 11.21 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 3.96 TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 3.96 +++++s++++srrsrr+sssrsrrssssxr+s+sr++++++++++++r++rrrxsrsrx+++++s+++++++++++ FLOW PROCESS FROM NODE 1230.00 TO NODE 1235.00 IS CODE = 61 ____________________________________________________________________________ ­­COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« »»>(STANDARD CURB SECTION USED) «« UPSTREAM ELEVATION(FEET) = 1515.00 DOWNSTREAM ELEVATION(FEET) = 1495.00 STREET LENGTH(FEET) = 513.00 CURB HEIGHT(INCHES) = 6.0 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 = I 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) = 7.13 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.83 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.57 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.12 STREET FLOW TRAVEL TIME(MIN.) = 1.30 Tc(MIN.) = 12.51 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.125 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 113-4 DWELLINGS/ACRE" A 2.77 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.77 SUBAREA RUNOFF(CFS) = 6.33 EFFECTIVE AREA(ACRES) = 4.37 AREA-AVERAGED Fm(INCH/HR) = 0.59 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 4.37 PEAK FLOW RATE(CFS) = 9.99 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.37 FLOW VELOCITY(FEET/SEC.) = 7.08 DEPTH*VELOCITY(FT*FT/SEC.) = 2.50 LONGEST FLOWPATH FROM NODE 1225.00 TO NODE 1235.00 = 1082.00 FEET. --------------------------------------------------------------------------x 13A I TRACT 15843 xxxxxxx+x+++ax+x++x+++++++r++x+++++++x+x+xx+++++x++++++++++*+++++++xxxxaaxxx FLOW PROCESS FROM NODE 1300.00 TO NODE 1305.00 IS CODE = 21 » » RATIONAL METHOD INITIAL SUBAREA ANALYSIS<c << »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA< INITIAL SUBAREA FLOW-LENGTH(FEET) = 589.00 ELEVATION DATA: UPSTREAM(FEET) = 1529.50 DOWNSTREAM(FEET) = 1525.30 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 14.201 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.896 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL a3-4 DWELLINGS/ACRE" A 1.53 0.98 0.60 32 14.20 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 3.18 TOTAL AREA(ACRES) = 1.53 PEAK FLOW RATE(CFS) = 3.18 ++xa+++++x++x+++xx++xxxx+xaxxxxrxxxxxxxxxxx+xxaaaa as aaxa aaaaaaaxaaaaaxaxxaaa FLOW PROCESS FROM NODE 1305.00 TO NODE 1310.00 IS CODE = 61 ____________________________________________________________________________ --COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« >>>>>(STANDARD CURB SECTION USED) «« UPSTREAM ELEVATION(FEET) = 1525.30 DOWNSTREAM ELEVATION(FEET) = 1506.00 STREET LENGTH(FEET) = 826.00 CURB HEIGHT(INCHES) = 6.0 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 = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Mannings FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0200 Manning's FRICTION FACTOR for Hack -of -Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.00 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.07 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.22 STREET FLOW TRAVEL TIME(MIN.) = 4.49 Tc(MIN.) = 18.69 x 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.456 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 3.33 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.33 SUBAREA RUNOFF(CFS) = 5.61 EFFECTIVE AREA(ACRES) = 4.86 AREA -AVERAGED FM(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 4.86 PEAK FLOW RATE(CFS) = 8.19 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.35 FLOW VELOCITY(FEET/SEC.) = 3.31 DEPTH*VELOCITY(FT*FT/SEC.) = 1.43 LONGEST FLOWPATH FROM NODE 1300.00 TO NODE 1310.00 = 1415.00 FEET. --------------------------------------------------------------------------- 13B I TRACT 15843 ___________________________________________________________________________I xxxxx+xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx+xxxxxxxxxx+x+x+++x++xxx+xxxxxx++++++++ FLOW PROCESS FROM NODE 1315.00 TO NODE 1320.00 IS CODE = 21 ... _________---------- :'—RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- >USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA- - INITIAL SUBAREA FLOW-LENGTH(FEET) = 102.00 ELEVATION DATA: UPSTREAM(FEET) = 1507.80 DOWNSTREAM(FEET) = 1505.36 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.528 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 5.102 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.21 0.98 0.60 32 5.53 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 0.85 TOTAL AREA(ACRES) = 0.21 PEAK FLOW RATE(CFS) = 0.85 m ---------------------------------------------------------------------------- 13C TRACT 15843 -------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 1325.00 TO NODE 1330.00 IS CODE = 21 »RATIONAL METHOD INITIAL SUBAREA ANALYSIS< < < »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA— INITIAL SUBAREA FLOW-LENGTH(FEET) = 919.00 ELEVATION DATA; UPSTREAM(FEET) = 1521.50 DOWNSTREAM(FEET) = 1504.55 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)] -0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.030 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.918 SUBAREA Tc AND LOSS RATE DATA(AMC II); DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 4.27 0.98 0.60 32 14.03 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 8.96 TOTAL AREA(ACRES) = 4.27 PEAK FLOW RATE(CFS) = 8.96 ------------------------------------------------------ ---- 13D TRACT 15843 i -------------------------------------------------------------- ______________ +++xxx+++++++++++xxxxx++++++++++x+++xxxxxx+++++++xxx+++++++++xxx+xxx++++++++ FLOW PROCESS FROM NODE 1335.00 TO NODE 1340.00 IS CODE = 21 ___ ---- _--- -------- _--- »RATIONAL METHOD INITIAL SUBAREA ANALYSIS- < »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ______________________________________ INITIAL SUBAREA FLOW-LENGTH(FEET) = 419.00 ELEVATION DATA: UPSTREAM(FEET) = 1527.35 DOWNSTREAM(FEET) = 1525.30 Tc = K*[(LENGTH** 3.00)/ (ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.362 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.004 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.46 0.98 0.60 32 13.36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 3.18 TOTAL AREA(ACRES) = 1.46 PEAK FLOW RATE(CFS) = 3.18 rxxxr++++++++rrrrrrxrx++++++rrxxrr rrrrrrrrr++++++rrrr+++++rrrrrrrrrrrxxrr+++ FLOW PROCESS FROM NODE 1340.00 TO NODE 1345.00 IS CODE = 61 ____________________________________________________________________________ »» COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« >> >(STANDARD CURB SECTION USED), «< UPSTREAM ELEVATION(FEET) = 1525.30 DOWNSTREAM ELEVATION(FEET) = 1508.87 STREET LENGTH(FEET) = 707.00 CURB HEIGHT(INCHES) = 6.0 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 = 1 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 w **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.24 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.63 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.01 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.60 STREET FLOW TRAVEL TIME(MIN.) = 2.35 TC(MIN.) = 15.71 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.726 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.14 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.14 SUBAREA RUNOFF(CFS) = 4.12 EFFECTIVE AREA(ACRES) = 3.60 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) = 6.94 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.82 FLOW VELOCITY(FEET/SEC.) = 5.38 DEPTH*VELOCITY(FT*FT/SEC.) = 1.84 LONGEST FLOWPATH FROM NODE 1335.00 TO NODE 1345.00 = 1126.00 FEET. -----------------------------------------+ 14A TRACT 15843 +++++xxx++++++++xxx+x++++xxxxxx+++++++xxxxx+++++xx+++++x+x+x++++++++x+x+xxx+ FLOW PROCESS FROM NODE 1400.00 TO NODE 1405.00 IS CODE = 21 »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 936.00 ELEVATION DATA: UPSTREAM(FEET) = 1504.67 DOWNSTREAM(FEET) = 1493.15 Tc = K+[(LENGTH++ 3.00)/(ELEVATION CHANGE)] -0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.324 + 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.767 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.93 0.98 0.60 32 15.32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 5.75 TOTAL AREA(ACRES) = 2.93 PEAK FLOW RATE(CFS) = 5.75 ca A ------------------------------------------- ------------------------------ 14E TRACT 15843 FLOW PROCESS FROM NODE 1410.00 TO NODE 1415.00 IS CODE = 21 ______ __ __ _ _ »»RATIONAL METHOD INITIAL SUBAREA ANALYSIS« — »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA- --------------------------- INITIAL UBAREA«___________________________INITIAL SUBAREA FLOW-LENGTH(FEET) = 800.00 ELEVATION DATA: UPSTREAM(FEET) = 1506.58 DOWNSTREAM (FEET) = 1493.22 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.539 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.981 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.45 0.98 0.60 32 13.54 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 5.28 TOTAL AREA(ACRES) = 2.45 PEAK FLOW RATE(CFS) = 5.28 .a m ----------------- 23A TRACT 15893 ---------- x+.++++++++*++++++++*+*+++++++*++x+x+*++++++++x**+*++++++++x+++++++++++*++++ FLOW PROCESS FROM NODE 2300.00 TO NODE 2305.00 IS CODE - 21 ---- ___-------- _____ ___----______-< »»-RATIONAL METHOD INITIAL SUBAREA ANALYSIS... . >USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA— INITIAL SUBAREA FLOW-LENGTH(FEET) = 947.00 ELEVATION DATA: UPSTREAM(FEET) = 1518.40 DOWNSTREAM(FEET) = 1499.35 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.955 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.927 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.26 0.98 0.60 32 13.95 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 4.76 TOTAL AREA(ACRES) = 2.26 PEAK FLOW RATE(CFS) = 4.76 --------------------------------, ( 23B 1 TRACT 15843 i ______________________________________ _____________I +xxxxx+x++++++++x+++xxxxx+++++++++x+++++++x+xxx+++++++xxxxx+++++++++++++xxxx FLOW PROCESS FROM NODE 2310.00 TO NODE 2315.00 IS CODE = 21 _---------- ---- _----------- __--- ------- — >RATIONAL METHOD INITIAL SUBAREA ANALYSIS -- >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA- --------------- ----------------- INITIAL UBAREA«_____________--__INITIAL SUBAREA FLOW-LENGTH(FEET) = 533.00 ELEVATION DATA: UPSTREAM(FEET) = 1509.50 DOWNSTREAM(FEET) = 1499.00 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 11.135 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.351 SUBAREA Tc AND LASS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL *3-4 DWELLINGS/ACRE" A 1.49 0.98 0.60 32 11.14 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 3.71 TOTAL AREA(ACRES) = 1.49 PEAK FLAW RATE(CFS) = 3.71 A 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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ____________________________________________________________________________ FILE NAME: C:\aes200l\hydrosft\ratscx\SAC-100.DAT TIME/DATE OF STUDY: 15:55 03/28/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 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) II 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 0.50 1.50 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) -(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED -------------- --------------------------- 24A TRACT 15843 ++++x++xx+xxx+++++++++++++x++++++++++xx+x+xxx++++++++++xxxxx++++++++++x+++++ FLOW PROCESS FROM NODE 2400.00 TO NODE 2405.00 IS CODE = 21 ___________________________------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « < »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 821.00 ELEVATION DATA: UPSTREAM(FEET) = 1506.58 DOWNSTREAM(FEET) = 1494.06 Tc = K+I(LENGTH** 3.00)/(ELEVATION CHANGE)) -0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.931 + 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.930 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 3.15 0.98 0.60 32 13.93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 6.65 TOTAL AREA(ACRES) = 3.15 PEAK FLOW RATE(CFS) = 6.65 Lm m --------------------------------------------------------------------------- 117A I TRACT 15844 1 +xxx+xxx+x+xxxx++xx+x+x+xxx+xx+++x+xxxxx+x+++xxxxxxxxx+xx++x+++xx+xx++x+xx+x FLOW PROCESS FROM NODE 1700.00 TO NODE 1705.00 IS CODE = 21 ---------------------------------------------------------------------------- »RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «` —USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIALSUBAREA,, -__________________ INITIAL SUBAREA FLOW-LENGTH(FEET) = 824.00 ELEVATION DATA: UPSTREAM(FEET) = 1488.23 DOWNSTREAM(FEET) = 1479.00 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.839 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.821 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.52 0.98 0.60 32 14.84 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 3.06 TOTAL AREA(ACRES) = 1.52 PEAK FLOW RATE(CFS) = 3.06 Tract 15 844 0 A m t--------------------------------------------------------------------------- 15A TRACT 15844-------------------' xxrrrxxxxxxx++r+++xxx++++++++xxxxxrxrx+++rx+xxr+++r+xrxrr+++rr+rr+++++++r++r FLOW PROCESS FROM NODE 1500.00 TO NODE 1505.00 IS CODE - 21 _--- --- _----- __--------- ____--- »RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « »USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 647.00 ELEVATION DATA: UPSTREAM(FEET) = 1497.25 DOWNSTREAM(FEET) = 1484.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.070 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.193 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS To LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.63 0.98 0.60 32 12.07 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 3.83 TOTAL AREA(ACRES) = 1.63 PEAK FLOW RATE(CFS) = 3.83 rrr+++xrrrrrrr++rrrr+rr++++++rrrrrrrr++r+rrrrr rr+rrrrrrrrrrrr+rr*rrrrr++++rr FLOW PROCESS FROM NODE 1505.00 TO NODE 1510.00 IS CODE = 61 ____________________________________________________________________________ ­­COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« »»>(STANDARD CURB SECTION USED) «« UPSTREAM ELEVATION(FEET) = 1484.70 DOWNSTREAM ELEVATION(FEET) = 1480.79 STREET LENGTH(FEET) = 609.00 CURB HEIGHT(INCHES) = 6.0 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 = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0200 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.79 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.40 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.94 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.96 STREET FLOW TRAVEL TIME(MIN.) = 5.24 Tc(MIN.) = 17.31 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.572 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 3.29 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.29 SUBAREA RUNOFF(CFS) = 5.88 EFFECTIVE AREA(ACRES) = 4.92 AREA-AVERAGED Fm(INCH/HR) = 0.58 AREA-AVERAGED Fp(INCH/HR) = 0.97 AREA-AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 4.92 PEAK FLOW RATE(CFS) = 8.80 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 FLOW VELOCITY(FEET/SEC.) = 2.03 DEPTH*VELOCITY(FT*FT/SEC.) = 1.07 LONGEST FLOWPATH FROM NODE 1500.00 TO NODE 1510.00 = 1256.00 FEET. m *--------------------------------------------------------------------------- 115E 1 TRACT 15844 +_____________________________________________________________------------ _I xxxx*x+++++++***++**********+*+***x**xxx**x+**++*x+*+***ax:+***+ FLOW PROCESS FROM NODE 1515.00 TO NODE 1520.00 IS CODE = 21 »»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<c« < »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ----------- ______________________________________________ INITIAL SUBAREA FLOW-LENGTH(FEET) = 826.00 ELEVATION DATA: UPSTREAM(FEET) = 1504.40 DOWNSTREAM(FEET) = 1484.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]*+0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 12.770 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.087 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.46 0.98 0.60 32 12.77 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 5.54 TOTAL AREA(ACRES) = 2.46 PEAK FLOW RATE(CFS) = 5.54 FLOW PROCESS FROM NODE 1520.00 TO NODE 1525.00 IS CODE = 61 --COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ­ »»>(STANDARD CURB SECTION USED)-- UPSTREAM SED)--UPSTREAM ELEVATION(FEET) = 1484.70 DOWNSTREAM ELEVATION(FEET) = 1481.75 STREET LENGTH(FEET) = 448.00 CURB HEIGHT(INCHES) = 6.0 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 = I STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0200 Manning's FRICTION FACTOR for Hack -of -Walk Flow Section = 0.0200 !A� **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.76 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.32 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.95 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.96 STREET FLOW TRAVEL TIME(MIN.) = 3.84 TC(MIN.) = 16.61 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.637 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.32 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.32 SUBAREA RUNOFF(CFS) = 2.44 EFFECTIVE AREA(ACRES) = 3.78 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 3.78 PEAK FLOW RATE(CFS) = 6.98 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.55 FLOW VELOCITY(FEET/SEC.) = 1.96 DEPTH*VELOCITY(FT*FT/SEC.) = 0.97 LONGEST FLOWPATH FROM NODE 1515.00 TO NODE 1525.00 = 1274.00 FEET. !A� +------------------------------------- I Isc I i TRACT 15844 I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 1530.00 TO NODE 1535.00 IS CODE = 21 ________________________ _ NA »"»RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- ISE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA- -------------- UBAREA« _____________________________________________ INITIAL SUBAREA FLOW-LENGTH(FEET) = 842.00 ELEVATION DATA: UPSTREAM(FEET) = 1489.00 DOWNSTREAM(FEET) = 1480.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.393 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.760 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.63 0.98 0.60 32 15.39 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 5.15 TOTAL AREA(ACRES) = 2.63 PEAK FLOW RATE(CFS) = 5.15 C ---------------------------------------------------------------1 17B TRACT 15844 +x+xxxxxxx+++x++++++++++++++x++++++++++xxxx+++xxxxxx+xx+++++x+++++++++++++++ FLOW PROCESS FROM NODE 1710.00 TO NODE 1715.00 IS CODE = 21 __________________ -_... ____---------- ,'RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « .SE' TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA- ------------ INITIAL SUBAREA FLOW-LENGTH(FEET) = 485.00 ELEVATION DATA: UPSTREAM(FEET) = 1481.75 DOWNSTREAM(FEET) = 1479.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.755 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.952 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.47 0.98 0.60 32 13.76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 3.13 TOTAL AREA(ACRES) = 1.47 PEAK FLOW RATE(CFS) = 3.13 A I--------------------------------------------------------------------------* 122A TRACT 15844 }__________________________________________________________________________I +++xxxxx++xxxx++xx+x+x+++xxxxx++xx++++x+x+xx++++++++++++++++++++++++++x++x++ FLOW PROCESS FROM NODE 2200.00 TO NODE 2205.00 IS CODE = 21 »RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA FLOW-LENGTH(FEET) = 631.00 ELEVATION DATA: UPSTREAM(FEET) = 1497.25 DOWNSTREAM(FEET) = 1490.91 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.630 • 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.969 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.70 0.98 0.60 32 13.63 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 3.65 TOTAL AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) = 3.65 ++rrrx+++rrrxx+++xxrx++++rrrxxx++rxxxxx++rxx+++rrx+++xx+++++x+x+++++xx++++++ FLOW PROCESS FROM NODE 2205.00 TO NODE 2210.00 IS CODE = 61 ____________________________________________________________________________ --COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA< « c< »» (STANDARD CURB SECTION USED) «« UPSTREAM ELEVATION(FEET) = 1490.91 DOWNSTREAM ELEVATION(FEET) = 1480.20 STREET LENGTH(FEET) = 642.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 A 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 = I STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Mannings FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0100 Mannings FRICTION FACTOR for Hack -of -Walk Flow Section = 0.0200 Avok **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.13 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.27 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.38 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.45 STREET FLOW TRAVEL TIME(MIN.) = 2.45 TC(MIN.) = 16.08 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.689 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.57 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.57 SUBAREA RUNOFF(CFS) = 2.97 EFFECTIVE AREA(ACRES) = 3.27 AREA -AVERAGED F.(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 3.27 PEAK FLOW RATE(CFS) = 6.19 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.05 FLOW VELOCITY(FEET/SEC.) = 4.62 DEPTH*VELOCITY(FT*FT/SEC.) = 1.60 LONGEST FLOWPATH FROM NODE 2200.00 TO NODE 2210.00 = 1273.00 FEET. A +------------------------- - -- 22B I TRACT 15844 I ---------------------------------------------------------------------------- ++++*++x**x++++***++++++xxxx+****++++++xxrx+++++++xxxx+++++++++x++*xxx+***+* FLOW PROCESS FROM NODE 2215.00 TO NODE 2220.00 IS CODE = 21 ------ _---------------- _------- ___------------- _----------- _________________ »RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- ­USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 840.00 ELEVATION DATA: UPSTREAM(FEET) = 1499.00 DOWNSTREAM(FEET) = 1490.91 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.413 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.758 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE° A 2.23 0.98 0.60 32 15.41 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 4.36 TOTAL AREA(ACRES) = 2.23 PEAK FLOW RATE(CFS) = 4.36 xxa++ar+***+xxxxxaaarx***+*xxaar**aa*****aaaa****aaaaaxaaa*xxraaaaxarrarrraa FLOW PROCESS FROM NODE 2220.00 TO NODE 2225.00 IS CODE = 61 ____________________________________________________________________________ »» COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA- ­ »»>(STANDARD CURB SECTION USED) «« UPSTREAM ELEVATION(FEET) = 1490.91 DOWNSTREAM ELEVATION(FEET) 1479.80 STREET LENGTH(FEET) = 642.00 CURB HEIGHT(INCHES) = 6.0 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 = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0100 Mannings FRICTION FACTOR for Hack -of -Walk Flow Section = 0.0200 JOW **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.33 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.13 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.66 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.63 STREET FLOW TRAVEL TIME(MIN.) = 2.29 Tc(MIN.) = 17.71 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.537 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 1-3-4 DWELLINGS/ACRE" A 2.24 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.24 SUBAREA RUNOFF(CFS) = 3.94 EFFECTIVE AREA(ACRES) = 4.47 AREA -AVERAGED Fm(INCH/HR) = 0.58 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 4.47 PEAK FLOW RATE(CFS) = 7.85 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.15 FLOW VELOCITY(FEET/SEC.) = 4.93 DEPTH*VELOCITY(FT*FT/SEC.) = 1.82 LONGEST FLOWPATH FROM NODE 2215.00 TO NODE 2225.00 = 1482.00 FEET. {________________________________________________________________+ 22C TRACT 15844 i +++++++++++++++++++++++++++++++++++++++++++++++***++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 2230.00 TO NODE 2235.00 IS CODE = 21 ----------------------- _ ______ » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA— INITIAL SUBAREA FLOW-LENGTH(FEET) = 235.00 ELEVATION DATA: UPSTREAM(FEET) = 1482.50 DOWNSTREAM(FEET) = 1479.30 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.640 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.903 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.42 0.98 0.60 32 8.64 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 1.25 TOTAL AREA(ACRES) = 0.42 PEAK FLOW RATE(CFS) = 1.25 m Beech Avenue --------------------------------------------------------------------------- IA BEECH AVENUE '___________________________________________________________________________ +++++++++++++++++++++++++++++++++++++xxxxxx++++++++++++++xx+x++++++++++++xxx FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 21 -------------- .... _________----------- »RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- »USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« _________________ ______------ _____________ INITIAL SUBAREA FLOW-LENGTH(FEET) = 917.00 ELEVATION DATA: UPSTREAM(FEET) = 1551.00 DOWNSTREAM(FEET) = 1542.80 TC = K+[(LENGTH** 3.00)/(ELEVATI0N CHANGE)]*+0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.202 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.676 SUBAREA TC AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.21 0.98 0.60 32 16.20 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) 2.28 TOTAL AREA(ACRES) = 1.21 PEAK FLOW RATE(CFS) = 2.28 ---- ------------------------------- 1B f BEECH AVENUE FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 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) = 1589.50 DOWNSTREAM(FEET) = 1560.61 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 22.733 * 25 YEAR RAINFALL INTENSITYUNCH/HR) = 2.184 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "CHAPARRAL,NARROWLEAF" A 7.41 0.76 1.00 55 22.73 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.76 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 9.50 TOTAL AREA(ACRES) = 7.41 PEAK FLOW RATE(CFS) = 9.50 +++++++x+x+++++rr+x++++++xrxrx+rxx++++++xx+++++++xxxxrx++++++rr+ FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 52 --COMPUTE NATURAL VALLEY CHANNEL FLOW- » -TRAVELTIME THRU SUBAREA- ­ ELEVATION DATA: UPSTREAM(FEET) = 1560.61 DOWNSTREAM(FEET) = 1551.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 518.00 CHANNEL SLOPE = 0.0186 CHANNEL FLOW THRU SUBAREA(CFS) = 9.50 FLOW VELOCITY(FEET/SEC) = 3.36 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIMEIMIN.) = 2.57 Tc(MIN.) = 25.30 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 1518.00 FEET. FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 ____________________________________________________________________________ »»,ADDITION OF SUBAREA TO MAINLINE PEAK FLOW-­ LOW- cMAINLINE MAINLINETC(MIN) = 25.30 Amok * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.048 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "CHAPARRAL,NARROWLEAF" A 3.94 0.53 1.00 71 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.53 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 3.94 SUBAREA RUNOFF(CFS) = 5.37 EFFECTIVE AREA(ACRES) = 11.35 AREA -AVERAGED Fm(INCH/HR) = 0.68 AREA -AVERAGED Fp(INCH/HR) = 0.68 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 11.35 PEAK FLOW RATE(CFS) = 13.96 FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 61 ___ ______________________________________________ »»,COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA` « « »»,(STANDARD CURB SECTION USED) «« UPSTREAM ELEVATION(FEET) = 2551.00 DOWNSTREAM ELEVATION(FEET) = 1549.40 STREET LENGTH(FEET) = 96.00 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 = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Mannings FRICTION FACTOR for Streetfl ow Section(curb-to-curb) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.04 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 20.12 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.31 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.86 STREET FLOW TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 25.79 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.025 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 113-4 DWELLINGS/ACRE" A 0.12 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.16 ----------------------------- + 1B i 1 BEECH AVENUE I .+_________________________________ ____________________________- EFFECTIVE AREA(ACRES) = 11.47 AREA -AVERAGED Fm(INCH/HR) = 0.68 AREA -AVERAGED Fp(INCH/HR) = 0.68 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 11.47 PEAK FLOW RATE(CFS) = 13.96 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 20.04 FLOW VELOCITY(FEET/SEC.) = 3.32 DEPTH-VELOCITY(FT-FT/SEC.) = 1.86 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 - 1614.00 FEET. ++x+xrr++++++rxx++r++rr+rx+rxr+rr++xx++r+r++++rxx+xxrxx+++rrrr+x+x+xxx+xrr++ FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 81 ____________________________________________________________________________ >,-ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -- MAINLINE TC(MIN) = 25.79 + 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.025 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 5.35 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 5.35 SUBAREA RUNOFF(CFS) = 6.93 EFFECTIVE AREA(ACRES) = 16.82 AREA -AVERAGED Fm(INCH/HR) = 0.65 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.87 TOTAL AREA(ACRES) = 16.82 PEAK FLOW RATE(CFS) = 20.81 +r+++++++xr++r+r+++rxx++r+x+rxx++r+rr+x++rrrrrx++rx+++rr+++++++xxxxx+rr++x++ FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 61 ____________________________________________________________________________ --COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« »» (STANDARD CURB SECTION USED)- ­ UPSTREAM ELEVATION(FEET) = 1549.40 DOWNSTREAM ELEVATION(FEET) = 1542.80 STREET LENGTH(FEET) = 480.00 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 = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0200 Mannings FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 -TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.23 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) = 24.49 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.43 PRODUCT OF DEPTH&VELOCITY(FT+FT/SEC.) = 2.22 STREET FLOW TRAVEL TIME(MIN.) = 2.33 Tc(MIN.) = 28.12 r 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.923 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.70 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 0.84 EFFECTIVE AREA(ACRES) = 17.52 AREA -AVERAGED Fm(INCH/HR) = 0.65 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.86 TOTAL AREA(ACRES) = 17.52 PEAK FLOW RATE(CFS) = 20.81 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 24.34 FLOW VELOCITY(FEET/SEC.) = 3.41 DEPTH-VELOCITY(FTrFT/SEC.) = 2.20 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 2094.00 FEET. ----------------------------------------------------------------- - 12A BEECH AVENUE FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 ------- ___------------- _---- -------------- __--- _---------- 'RATIONAL METHOD INITIAL SUBAREA ANALYSISa « « »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 754.00 ELEVATION DATA: UPSTREAM(FEET) = 1542.55 DOWNSTREAM(FEET) = 1525.21 Tc = K -[(LENGTH— 3.00)/(ELEVATION CHANGE)]#*0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.151 t 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.770 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 1.08 0.80 0.10 52 9.15 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 3.59 TOTAL AREA(ACRES) = 1.08 PEAK FLOW RATE(CFS) = 3.59 m --------------- in-------------------------------------------------------- BEECH I BEECH AVENUE I ---------------------------------------------------------------------------- +++x+xx+++++x+x+++++++++xx+++++x+++a+xx+++++++x++++++xx++x+++xxx++++++x+++++ FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 21 ----------- ____---- ------ ____--- __--- _-------------- ::—RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA— INITIAL SUBAREA FLOW-LENGTH(FEET) = 817.00 ELEVATION DATA: UPSTREAM(FEET) = 1542.56 DOWNSTREAM(FEET) = 1525.06 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)) --0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.585 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.667 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.16 0.98 0.10 32 9.59 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 3.73 TOTAL AREA(ACRES) = 1.16 PEAK FLOW RATE(CFS) = 3.73 A +---------------------------------------------- ---x SA BEECH AVENUE --------- ______________________________________________________ +++++xx+xxxx++x++x+++++xx+xxx+++++++xxxxx+x++x+++++++++++++++++xxxxxxx++++++ FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE = 21 -----------------------_________----------------- -_-___-_____ _ _ »RATIONAL METHOD INITIAL SUBAREA ANALYSIS -- -USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« --------------- ---------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 990.00 ELEVATION DATA: UPSTREAM(FEET) = 1525.06 DOWNSTREAM (FEET) = 1488.23 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.269 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.741 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 1.19 0.80 0.10 52 9.27 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.10 SUBAREA RUNOFF(CFS) = 3.92 TOTAL AREA(ACRES) = 1.19 PEAK FLOW RATE(CFS) = 3.92 0 +-------------------------------------------------------* i 5B BEECH AVENUE ____ _ _-___+ FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE = 21 ---- _------------ ___-------------- --------- ____-------- ___------- ___----- ­­RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « »USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 800.00 ELEVATION DATA: UPSTREAM(FEET) = 1525.06 DOWNSTREAM(FEET) = 1506.15 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.319 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.729 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.13 0.98 0.10 32 9.32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 3.69 TOTAL AREA(ACRES) = 1.13 PEAK FLOW RATE(CFS) = 3.69 rr++++xxr rrxxr++xxrrrrxx++rrrrrx++++rrrrrrxr+++x rr rrr+rr+rrrrrrrrrr+rrrrrrrr FLOW PROCESS FROM NODE 503.00 TO NODE 504.00 IS CODE = 61 ____________________________________________________________________________ »» COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< --(STANDARD CURB SECTION USED) —— UPSTREAM ELEVATION(FEET) = 1506.15 DOWNSTREAM ELEVATION(FEET) = 1488.23 STREET LENGTH(FEET) = 748.00 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 = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0200 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 ww -TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.09 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 12.30 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.99 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.21 STREET FLOW TRAVEL TIME(MIN.) = 4.17 Tc U41N.) = 13.49 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.987 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.07 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.07 SUBAREA RUNOFF(CFS) = 2.78 EFFECTIVE AREA(ACRES) = 2.20 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) = 5.72 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 12.93 FLOW VELOCITY(FEET/SEC.) = 3.07 DEPTH*VELOCITY(FT*FT/SEC.) = 1.28 LONGEST FLOWPATH FROM NODE 502.00 TO NODE 504.00 = 1548.00 FEET. m Lytle Creek Road A 0 w *************RATIONAL *METHOD *HYDROLOGY. COMPUTER *PROGRAM *PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) ght 1983-2001 Advanced Engineering Software (aes) ZrVe. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc. 1152 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ____________________________________________________________________________ FILE NAME: C:\aes2001\hydrosft\ratscx\SAC-25.DAT TIME/DATE OF STUDY: 09:17 04/03/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 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) II 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 0.02G/0.020/0.020 0.50 1.50 0.0312 0.125 0.0150 2 22.0 11.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.125 0.0150 3 34.0 17.0 0.020/0.020/0.020 0.67 1.50 0.0312 0.125 0.0150 4 40.0 20.0 0.020/0.020/0.020 0.67 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) -(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED 4A I LYTLE CREEK ROAD +_______________________________________________________________________ FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE = 21 ----------- ___------ ------ ____--- ___------------ __---- ___--- ___________ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS— SE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA PLOW-LENGTH(FEET) = 852.00 ELEVATION DATA: UPSTREAM(FEET) = 1555.34 DOWNSTREAM(FEET) = 1535.03 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.541 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.677 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.91 0.98 0.10 32 9.54 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.93 TOTAL AREA(ACRES) = 0.91 PEAK FLOW RATE(CFS) = 2.93 m +------------------------- ---------------------------------------- 8A LYTLE CREEK ROAD --------------------------------------------------------- FLOW PROCESS FROM NODE 800.00 TO NODE 801.00 IS CODE = 21 ________________________________ »RATIONAL METHOD INITIAL SUBAREA ANALYSIS- ­ USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« _______________________ INITIAL SUBAREA FLOW-LENGTH(FEET) = 432.00 ELEVATION DATA: UPSTREAM(FEET) = 1495.15 DOWNSTREAM(FEET) = 1486.93 Tc = K+[(LENGTH++ 3.00)/(ELEVATION CHANGE)] -0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 7.607 + 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.212 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 0.94 0.80 0.10 52 7.61 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 3.50 TOTAL AREA(ACRES) = 0.94 PEAK FLOW RATE(CFS) = 3.50 L {_______________________________________________ ______{ 119A I I I LYTLE CREEK ROAD lw I {_____________-------------------------------------------------------------- +++++++++++++++++++++.+,+++,+++++++++ FLOW PROCESS FROM NODE 1900.00 TO NODE 1901.00 IS CODE = 21 ___________________ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 754.00 ELEVATION DATA: UPSTREAM(FEET) = 1534.39 DOWNSTREAM(FEET) = 1519.57 Tc = K*[(LENGTH*+ 3.00)/(ELEVATION CHANGE)) -+0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.443 + 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.700 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 0.80 0.80 0.10 52 9.44 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.61 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 2.61 121A ILYTLE CREEK ROAD —....................................................................... .. FLOW PROCESS FROM NODE 2100.00 TO NODE 2101.00 IS CODE = 21 ____________________________________________________________________________ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 561.00 ELEVATION DATA: UPSTREAM(FEET) = 1519.57 DOWNSTREAM(FEET) = 1506.33 Tc = K"I(LENGTH*' 3.00)/(ELEVATION CHANGE)J— 0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.089 . 25 YEAR RAINFALL INTENSITY(INCH/HR) = 9.060 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 0.51 0.80 0.10 52 8.09 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.83 TOTAL AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) = 1.83 }________________ ____________ _ -__ ___- 25A I I I I LYTLE CREEK ROAD I .................+++....... FLOW PROCESS FROM NODE 2500.00 TO NODE 2501.00 IS CODE = 21 ---------_______________________ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< --------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 567.50 ELEVATION DATA: UPSTREAM(FEET) = 1505.25 DOWNSTREAM(FEET) = 1495.15 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]*•0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.598 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.919 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 0.69 0.80 0.10 52 8.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.38 TOTAL AREA(ACRES) = 0.69 PEAK FLOW RATE (CPS) = 2.38 Curtis Avenue A A *************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 6 Foreman, Inc. 1152 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ____________________________________________________________________________ FILE NAME: C:\aes200l\hydrosft\ratscx\SAC-25.DAT TIME/DATE OF STUDY: 09:17 04/03/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 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) II 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 0.50 1.50 0.0312 0.125 0.0150 2 22.0 11.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.125 0.0150 3 34.0 17.0 0.020/0.020/0.020 0.67 1.50 0.0312 0.125 0.0150 4 40.0 20.0 0.020/0.020/0.020 0.67 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth - 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) -(Velocity) Constraint - 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED s" ____________ ` ----------------- ----------------------s 3A CURTIS AVENUE a________------------------------------------------------------------ ss+s+aaxxx++s++a+a+++xxxs+++aax++a+s++x+as+as+aas+xsxx++s++aax+asaaaa+++s+++ FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21 __________________-_______----- ------ »RATIONAL METHOD INITIAL SUBAREA ANALYSIS -- »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA— INITIAL SUBAREA FLOW-LENGTH(FEET) = 391.00 ELEVATION DATA: UPSTREAM(FEET) = 1526.86 DOWNSTREAM(FEET) = 1524.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 8.912 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.830 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 0.53 0.80 0.10 52 8.91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.79 TOTAL AREA(ACRES) = 0.53 PEAK FLOW RATE(CFS) = 1.79 ------------------------------------------------------------------------+ 3B CURTIS AVENUE ++++++++x++++x++++xx++xxx++++++++xx++x++++x+++x+++++xx+++++++++xx+++xx++++x+ FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE - 21 ------- _______---- _--- __------- ___----- ___----- _----- ---- _---------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 454.00 ELEVATION DATA: UPSTREAM(FEET) = 1528.44 DOWNSTREAM(FEET) = 1524.09 Tc = K+[(LENGTH" 3.00)/(ELEVATION CHANGE)) -0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.900 ' 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.834 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.41 0.98 0.10 32 8.90 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.38 TOTAL AREA(ACRES) = 0.41 PEAK FLOW RATE(CFS) = 1.38 m +------ --------------------------------------------------------- 18A CURTSS AVENUE FLOW PROCESS FROM NODE 1800.00 TO NODE 1801.00 IS CODE = 21 _____--- __---- _---- ______---- ____---- »»RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 530.50 ELEVATION DATA: UPSTREAM(FEET) = 1534.85 DOWNSTREAM(FEET) = 1528.53 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.069 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.791 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.60 0.98 0.10 32 9.07 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.99 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 1.99 m r---------------------------------------------------------------• 118B rI.CURT*SrAVENUE xx rrx+x+r+xrrrrxrxrrrxr+rxrrrxxxrxxxr++x+rr+x+++x+++xx++r+rxr FLOW PROCESS FROM NODE 1802.00 TO NODE 1803.00 IS CODE = 21 __________--- __---- _------ __--- ____----- __--- _______.......... :1—RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ,USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL-SUBAREA— INITIAL NITIALSUBAREA«INITIAL SUBAREA FLOW-LENGTH(FEET) = 477.50 ELEVATION DATA: UPSTREAM(FEET) = 1534.39 DOWNSTREAM(FEET) = 1528.44 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.617 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.909 SUBAREA TC AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.48 0.98 0.10 32 8.62 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.65 TOTAL AREA(ACRES) = 0.48 PEAK FLOW RATE(CFS) = 1.65 L Sierra Lakes Parkway 11 *************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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ____________________________________________________________________________ FILE NAME: C:\aes2001\hydrosft\ratscx\SAC-25.DAT TIME/DATE OF STUDY: 09:17 04/03/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 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) II 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 50 1.50 0.0312 0.125 0.0150 2 22.0 11.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.125 0.0150 3 34.0 17.0 0.020/0.020/0.020 0.67 1.50 0.0312 0.125 0.0150 4 40.0 20.0 0.020/0.020/0.020 0.67 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth - 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) -(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED 1 6A 1 -------------------------------------------------------------------------- I 1 SIERRA LAKES PARKWAY 1 FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE = 21 ____________________________________________________________________________ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 314.00 ELEVATION DATA: UPSTREAM (FEET) = 1493.15 DOWNSTREAM(FEET) = 1485.34 Tc = K+[(LENGTH++ 3.00)/(ELEVATION CHANGE)] -0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.346 + 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.696 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) COMMERCIAL A 0.43 0.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.79 TOTAL AREA(ACRES) = 0.43 PEAK FLOW RATE(CFS) Mi Ap SCS Tc (DECIMAL) CN (MIN.) 0.10 52 6.35 0.80 1.79 --------------------------------------------------------------------------- 6H SIERRA LAKES PARKWAY --------------------------------------------------------------------------- +++++++++++++x+++r+x+x+r+++++r+x++r++++xxx++++++++++++x+++++xx++++++++rx+x++ FLOW PROCESS FROM NODE 602.00 TO NODE 603.00 IS _CODE = 21 -------- ________________----- ____----- ____----- _________--- ______________ ::—RATIONAL METHOD INITIAL SUBAREA ANALYSIS -11 USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA— INITIAL SUBAREA FLOW-LENGTH(FEET) = 380.00 ELEVATION DATA: UPSTREAM(FEET) = 1494.45 DOWNSTREAM(FEET) = 1486.89 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.162 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.367 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) ON (MIN.) CO[MIERCIAL A 0.48 0.80 0.10 52 7.16 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.85 TOTAL AREA(ACRES) = 0.48 PEAK FLOW RATE(CFS) = 1.85 A Lm ------------------------------------ I 16A 1 1 I SIERRA LAKES PARKWAY ++aa+++aa++++a+++aaa+a+++++a+a+a+aa++a+++a++++++++++++++++aa++++++++a++a++a+ FLOW PROCESS FROM NODE 1600.00 TO NODE 1601.00 IS CODE —__21 ------- _--- __---- _________________---- __---- _---- ____---- _____----- _______ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME—OF—CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW—LENGTH(FEET) = 178.00 ELEVATION DATA: UPSTREAM(FEET) = 1509.19 DOWNSTREAM(FEET) = 1503.36 Tc = K+((LENGTH** 3.00)/{ELEVATION CHANGE))+*0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.068 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 9.902 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 0.38 0.80 0.10 52 7.07 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.98 TOTAL AREA(ACRES) = 0.38 PEAK FLOW RATE(CFS) = 1.98 r ----------------------- ---- -- ---- - ---------------------------------- SIE I I SIERRA LAKES PARKWAY I +aa+++aaaa++aa++aaaa+aa+aaaaaaaa+aaaaaaaaaaaa+aa++++aaa+aaa++aaa++aaaa+aaaa+ FLOW PROCESS FROM NODE 2000.00 TO NODE 2001.00 IS CODE _= 21 ----------------------- _----- __----- ____---- _________________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME—OF—CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW—LENGTH(FEET) = 560.00 ELEVATION DATA: UPSTREAM(FEET) = 1504.10 DOWNSTREAM(FEET) = 1494.56 Tc = Ka](LENGTHaa 3.00)/(ELEVATION CHANGE)]aa0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.627 + 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.906 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 0.82 0.80 0.10 52 8.63 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.82 TOTAL AREA(ACRES) = 0.82 PEAK FLOW RATE(CFS) = 2.82 Fej ---------------------------------- ----------------------------- los I I SIERRA LAKES PARKWAY I xx+++++++x+xx++++++++++xx+x++++xxx+++++++xxx+++++++++++++xxxxxxxxxx+++xxxxxx FLOW PROCESS FROM NODE 2002.00 TO NODE 2003.00 IS CODE = 21 ------------------------------------------ ------- __________----- _____ »RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 614.00 ELEVATION DATA: UPSTREAM(FEET) = 1505.25 DOWNSTREAM(FEET) = 1494.45 TC = K+[(LENGTH** 3.00)/(ELEVATION CHANGE)] -*0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 8.894 - 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.835 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 0.88 0.80 0.10 52 8.89 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.97 TOTAL AREA(ACRES) = 0.88 PEAK FLOW RATE(CFS) = 2.97 Cil 0 Street, Catch Bain, & Lateral Cavity Analysis (25 -Year Stu€)') D 1 2 3 4 5 6 7 8 9 10 11 CB # Total Area (Ac.) Depth of Flow (FT) Q TOTAL (CFS) Q WIDTH a DESIGN OF C.B. INTERCEPTED (CFS) (FT) (FT) TYPE OF CATCH BASIN TOTAL FLOW-BY 0 FLOW-By TOCB# Flow-by or Sump (CFS) LOCATION 119MMANIM lv� PA7 1B 17.52 0.64 20.81 28 19.50 Flow-by 1.31 2B BEECH 3- IW201_ AWBEE Hx 213 1.16 0.34 3.73 5.04 14 4.70 Flow-by 0.34 BEECH A-lin SA20" w AMM" M 313 0.41 0.29 1.38 4 1.20 Flow-by 0.18 CURTIS YY '0 M,40 1410_000 WMiWTM 77 5A 1,19 0.32 3.92 14 3.92 Flow-by 0.00 BEECH Amti 77--_ vmp��_ �7_ 6A 0.43 0.27 1.79 1.79 F ow- y 0.00 SLP N -7 IM AN 7-MA10- '13 1501, 9A 3.30 0.38 6.69 18 6.60 Flow-by 0.09 VANE SSA MN"W�MMMMA nm MEVMOXIMMm"M" 10A 9.02 0.48 14.81 28 13.90 Flow-by 0.91 ROOSEVELT .3 -0_48Z..M _� �r�� MR _MZ5 _k '15 10C 0.99 0.31 3.02 3.93 7 3.93 Sump 0.00 COOLIDGE A -4 -A 77777 OAM 11B 8.25 0-43 15.21 28 13.10 Flow-by 2.11 11C ROOSEVELT M *�� �M 2� MT 12A 2.16 0.37 4.91 14 4.91 Flow-by 0.00 CARI U.39 t 0 X 12C 4.37 0.35 9.99 18 9.99 Sump 0.00 CONSTANCE 0.37 w RAW-75 13B 0.21 0.29 0.85 2.49 7 2.10 Flow-by 0.39 CHANTEL Q'43 0 3- 13D 3.60 0.34 6.94 14 5.30 Flow-by 1.64 13B CHANTEL 14B 2.45 0.36 5.28 14 5.00 Flow-by 0.28 WIDGEON #5A ' 7, Mp" v OW- 2 ;CANVA 15B 3.78 0.41 7.21 14 6.20 Flow-by 1.01 17B BRANT 6 3 A8, 9 �5_15 L�ARANUM 16A 0.38 0.31 1.48 4 1.48 Sump 0.00 SLP Q.42- ME 17B 1.47 0.37 3.13 4.14 14 4.14 Flow-by 0.00 BRANT 18A T' -"�M VMWIMM 0, UTIMM 18B 0.48 0.29 1.65 4 1.30 Flow-by 0.35 CURTIS a„':2:61 X; _0 - , 20A 0.82 0.31 2.82 10 2.82 Flow-by 0.00 SLP - 7" 1` _5 9 J Z kim-4-n-S." i 21A 0.51 0.28 1.83 7 1.83 Flow-by 0.00 LCR 77, _51 AMZ��� N _�a - 22B 4.47 0.37 7.85 7 3.40 Flow-by 4.45 17A PINTAIL _1 AZZW 3 & w 41 23A 2.26 0.34 4.76 14 4.60 Flow-by 0.16 CHANTEL .3 24A 3.15 0.45 6.65 14 6.65 Sump 0.00 BRIANNE _ 3 -2 26A 4.54 0.67 12.57 10 12.57 Sump CURTIS :266 4:54 067 12 st - 777777777=777,77 �a A M�RA�MV lw7�Qswij 27A 6.79 0_41 2014 24 20.14 Sump FOREST GLEN 2 1. Column #5 is the total 0, including the flow -by. m Tracts 15 841 & 15841-1 10 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: 22:56 04/16/2002 ************************** DESCRIPTION OF STUDY ************************** * VENNESSA WAY * TRACT 15841 * 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) = 6.69 GUTTER FLOWDEPTH(FEET) = 0.38 BASIN LOCAL DEPRESSION(FEET) = 0.33 Aaw FLOWBY BASIN WIDTH(FEET) = 18.00 » >>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 18.4 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 6.6 I Page 1 A M C.B. #9A Worksheet for Circular Channel Project Description Project File c:\haestad\15841.fm2 Worksheet C.B. #9A Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.176200 ft/ft Diameter 18.00 in Discharge 6.60 cfs Results Depth 0.39 ft Flow Area 0.37 ft2 Wetted Perimeter 1.61 ft Top Width 1.32 ft Critical Depth 0.99 ft Percent Full 26.15 Critical Slope 0.006534 ft/ft Velocity 17.93 ft/s Velocity Head 5.00 ft Specific Energy 5.39 ft Froude Number 5.98 Maximum Discharge 47.43 cfs Full Flow Capacity 44.09 cfs Full Flow Slope 0.003948 ft/ft Flow is supercritical. 05/14/02 FlowMaster v5.11 09:16:46 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 M C.B. #9A Cross Section for Circular Channel Project Description 0.013 Project File c:\haestad\15841.fm2 Worksheet C.B. #9A Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.176200 ft/ft Depth 0.39 ft Diameter 18.00 in Discharge 6.60 cfs 05/14/02 09:16:51 AM 0.39 ft 18.00 in 1N V H 1 NTS FlowMaster v5.11 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 SC25-9B.RES +ttxrxt+++r+x•••• HYDRAULIC+ELEMENTS++rI++PROGRAM+PACKAGE++!lxxxl+#rrlxx++rr+ (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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ____________________________________________________________________________ TIME/DATE OF STUDY: 09:51 04/04/2002 ! kr!!lxtx*ttk! DESCRIPTION OF STUDY • VANESSA+WAY+ ! • TRACT 15841 ! • CATCH BASIN #9B ' x*lf iffff kflffl+#+t+flfffl+lxx!**!#lffflfkk*#ttf #t!!lf tktxxttttf!!ftlkt**! ktf!!!!!f!!k!lfffikkf!!!!t#tl4klf 4!!lkfftf —>STREETFLOW MODEL INPUT INFORMATION—, CONSTANT STREET GRADE(FEET/FEET) = 0.009000 CONSTANT STREET FLOW(CFS) = 6.13 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.) = 2.76 PRODUCT OF DEPTH&VELOCITY = 1.15 Ad Page 1 CB25-9B.RES ++++r++++:++*****HYDRAULIC*ELEMENTS***I**PROGRAM*PACKAGE**++*++x+++++++++r++ �4 (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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 09:52 04/04/2002 ++ + +++++++++++*++**** DESCRIPTION OF STUDY • VANESSA WAY * TRACT 15841 + + 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) = 6.13 GUTTER FLOWDEPTH(FEET) = 0.42 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 14.00 --CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 15.2 -—CALCULATED ESTIMATED INTERCEPTION(CFS) = 5.9 AN Page 1 M A C.B. #9B Worksheet for Circular Channel Project Description 0.37 Project File c:\haestad\15841.fm2 Worksheet C.B. #913 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth r� Input Data Mannings Coefficient 0.013 Channel Slope 0.175600 ft/ft Diameter 18.00 in Discharge 5.90 cfs Results Depth 0.37 ft Flow Area 0.34 ft2 Wetted Perimeter 1.56 ft Top Width 1.29 ft Critical Depth 0.94 ft Percent Full 24.73 Critical Slope 0.006172 ft/ft Velocity 17.34 ft/s Velocity Head 4.67 ft Specific Energy 5.05 ft Froude Number 5.96 Maximum Discharge 47.35 cfs Full Flow Capacity 44.02 cfs Full Flow Slope 0.003155 ft/ft Flow is supercritical. FlowMaster v5.11 05/14/02 Page 1 of 1 09:17:10 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 9 A 0 C.B. #9B Cross Section for Circular Channel Project Description 0.013 Project File c:\haestad\15841.fm2 Worksheet C.B. #96 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.175600 ft/ft Depth 0.37 ft Diameter 18.00 in Discharge 5.90 cfs 0.37 ft 18.00 in 1 VN H 1 NTS FlowMaster v5.11 05/14/02 Pae 1 of 1 09:17:16 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 9 CB25-10A.RES HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Ver. 8.0t ReleaseO1 Advanced Date: 01/01/2001eering LicensefIDare aes) 1237 Analysis prepared by: Hall & Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ----------------------------------------------- TIME/DATE OF STUDY: 23:15 04/16/2002 *********************** DESCRIPTION OF STUDY tROOSEVELT DRIVE a TRACT 15841 t CATCH BASIN #10A »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« ------------------------------------------------ 9 Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 14.81 GUTTER FLOWDEPTH(FEET) = 0.48 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 28.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 31.9 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 13.9 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: 23:15 04/16/2002 ************************** DESCRIPTION OF STUDY ************************** * ROOSEVELT DRIVE * TRACT 15841 * CATCH BASIN #10B »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« ---------------------------------------------------------------- 7g Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 14.81 GUTTER FLOWDEPTH(FEET) = 0.48 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 28.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 31.9 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 13.9 Page 1 C.B. #1013 Worksheet for Circular Channel Project Description 0.76 Project File c:\haestad\15841.fm2 Worksheet C.B. #1013 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth N 10 Input Data Mannings Coefficient 0.013 Channel Slope 0.067500 ft/ft Diameter 18.00 in Discharge 13.90 cfs Results Depth 0.76 ft Flow Area 0.90 ftz Wetted Perimeter 2.37 ft Top Width 1.50 ft Critical Depth 1.38 ft Percent Full 50.55 Critical Slope 0.015209 ft/ft Velocity 15.51 ft/s Velocity Head 3.74 ft Specific Energy 4.50 ft Froude Number 3.54 Maximum Discharge 29.36 cfs Full Flow Capacity 27.29 cfs Full Flow Slope 0.017512 ft/ft Flow is supercritical. 05/14/02 FlowMaster v5.11 09:15:28 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 A M 10 C.B. #1013 Cross Section for Circular Channel Project Description Project File c:\haestad\15841.fm2 Worksheet C.B. #1013 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.067500 ft/ft Depth 0.76 ft Diameter 18.00 in Discharge 13.90 cfs 0.76 ft 18.00 in 1 VN H 1 NTS 05/14/02 FlowMaster v5.11 09:15:38 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 SC25-10C.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: 23:20 04/16/2002 ************************** DESCRIPTION OF STUDY ************************** * COOLIDGE COURT * * TRACT 15841 * CATCH BASIN #10C »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.045000 CONSTANT STREET FLOW(CFS) = 3.93 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 8.98 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.25 PRODUCT OF DEPTH&VELOCITY = 1.30 n Page 1 CB25-10C.RES ***********************************+*********************zz***************** HYDRAULIC ELEMENTS - I PROGRAM—*-*---* ROGRAM 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: 23:21 04/16/2002 ************************** DESCRIPTION OF STUDY ************************** * COOLIDGE COURT * TRACT 15841 * CATCH BASIN #10C **********************************************************zz************** zzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzz***zzzzzz »»SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------------- n Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 3.93 BASIN OPENING(FEET) = 0.50 DEPTH OF WATER(FEET) = 0.31 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 7.38 Page 1 C.B. #10C Worksheet for Circular Channel Project Description Project File c:\haestad\15841.fm2 Worksheet C.B. #10C Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.036700 ft/ft Diameter 18.00 in Discharge 3.93 cfs Results Depth 0.45 ft Flow Area 0.45 ft2 Wetted Perimeter 1.74 ft Top Width 1.37 ft Critical Depth 0.76 ft Percent Full 29.96 low Critical Slope 0.005390 ft/ft Velocity 8.83 ft/s Velocity Head 1.21 ft Specific Energy 1.66 ft Froude Number 2.74 Maximum Discharge 21.65 cfs Full Flow Capacity 20.12 cfs Full Flow Slope 0.001400 ft/ft Flow is supercritical. M 05/14/02 FlowMaster v5.11 09:16:17 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 A r� C.B. #10C Cross Section for Circular Channel Project Description 0.013 Project File c:\haestad\15841.fm2 Worksheet C.B. #10C Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.036700 ft/ft Depth 0.45 ft Diameter 18.00 in Discharge 3.93 cfs 05/14/02 09:16:22 AM 0.45 ft 18.00 in 1N V H 1 NTS FlowMaster v5.11 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 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: 23:24 04/16/2002 ************************** DESCRIPTION OF STUDY ************************** * ARLINGTON WAY * TRACT 15841 * CATCH BASIN #11A »»STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 7.07 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 (fir✓ 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.) = 2.25 PRODUCT OF DEPTH&VELOCITY = 1.07 D M Page 1 M CB10011A.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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 09:33 04/02/2002 ++++++++*++++++++++++++++* DESCRIPTION OF STUDY +++*+++*+++r++*+++++++*++++ + + ARLINGTON WAY + + TRACT 15841 + CATCH BASIN #11A + >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 7.07 BASIN OPENING(FEET) = 0.50 DEPTH OF WATER(FEET) = 0.47 >> >>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 7.11 El NOTE: A 14' CATCH BASIN WILL BE CONSTRUCTED PER PLAN. Page 1 C.B. #11A Worksheet for Circular Channel Project Description Project File c:\haestad\15841.fm2 Worksheet C.B. #11 A Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.071000 ft/ft Diameter 24.00 in Discharge 7.07 cfs Results Depth 0.46 ft Flow Area 0.55 ft2 Wetted Perimeter 2.01 ft Top Width 1.69 ft Critical Depth 0.94 ft Percent Full 23.13 Critical Slope 0.004766 ft/ft Velocity 12.85 ft/s Velocity Head 2.57 ft Specific Energy 3.03 ft Froude Number 3.97 Maximum Discharge 64.84 cfs Full Flow Capacity 60.28 cfs Full Flow Slope 0.000977 ft/ft Flow is supercritical. A-4 05/14/02 FlowMaster v5.11 09:17:34 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 N C.B. #11 A Cross Section for Circular Channel Project Description Project File c:\haestad\15841.fm2 Worksheet C.B. #11A Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.071000 ft/ft Depth 0.46 ft Diameter 24.00 in Discharge 7.07 cfs 0.46 ft 24.00 in 1 v N H 1 NTS 05/14/02 FlowMaster v5.11 09:17:38 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 10:33 04/09/2002 ************************** DESCRIPTION OF STUDY ************************** * ARLINGTON WAY * TRACT 15841 * 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) = 15.21 GUTTER FLOWDEPTH(FEET) = 0.43 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 28.00 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 36.8 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 13.1 Page 1 C.B. #11 B Worksheet for Circular Channel Project Description 0.67 Project File c:\haestad\15841.fm2 Worksheet C.B. #11B Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.090600 ft/ft Diameter 18.00 in Discharge 13.10 cfs Results Depth 0.67 ft Flow Area 0.77 ft2 Wetted Perimeter 2.20 ft Top Width 1.49 ft Critical Depth 1.35 ft Percent Full 44.87 Critical Slope 0.013657 ft/ft Velocity 17.05 ft/s Velocity Head 4.52 ft Specific Energy 5.19 ft Froude Number 4.19 Maximum Discharge 34.01 cfs Full Flow Capacity 31.62 cfs Full Flow Slope 0.015554 ft/ft Flow is supercritical. 05/14/02 FlowMaster v5.11 09:18:22 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 M C.B. #11 B Cross Section for Circular Channel Project Description 0.013 Project File c:\haestad\15841.fm2 Worksheet C.B. #11 B Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.090600 ft/ft Depth 0.67 ft Diameter 18.00 in Discharge 13.10 cfs 0.67 ft 18.00 in 1N V H 1 NTS 05/14/02 FlowMaster v5.11 09:18:26 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 SC25-11C.RES xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx 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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 14:26 04/01/2002 xxxxxxxxxxxxxxxxxxxxxxxxxx DESCRIPTION OF STUDY xxxxxxxxxxxxxxxxxxxxxxxxxx x ARLINGTON WAY x TRACT 15841 x CATCH BASIN #11C xxxxx:xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxx:xxxxxxxxxx*xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.011800 CONSTANT STREET FLOW(CFS) = 4.20 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 Awk 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.) = 2.62 PRODUCT OF DEPTH&VELOCITY = 0.97 Page 1 CB25-11C.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 04/16/2002 ************************** DESCRIPTION OF STUDY ************************** * ARLINGTON WAY * TRACT 15841 * CATCH BASIN #11C »»SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------------- X M Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 4.20 BASIN OPENING(FEET) = 0.50 DEPTH OF WATER(FEET) = 0.37 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 6.05 Page 1 C.B. #11 C Worksheet for Circular Channel I Project Description 0.46 Project File c:\haestad\15841.fm2 Worksheet C.B. #11C Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.026400 ft/ft Diameter 24.00 in Discharge 4.20 cfs Results Depth 0.46 ft Flow Area 0.54 ft2 Wetted Perimeter 1.99 ft Top Width 1.68 ft Critical Depth 0.72 ft Percent Full 22.83 Critical Slope 0.004497 ft/ft Velocity 7.78 ft/s Velocity Head 0.94 ft Specific Energy 1.40 ft Froude Number 2.42 Maximum Discharge 39.54 cfs Full Flow Capacity 36.76 cfs Full Flow Slope 0.000345 ft/ft Flow is supercritical. A FlowMaster v5.11 05/14/02 09:17:58 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 A N M C.B. #11 C Cross Section for Circular Channel Project Description 0.013 Project File c:\haestad\15841.fm2 Worksheet C.B. #11C Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.026400 ft/ft Depth 0.46 ft Diameter 24.00 in Discharge 4.20 cfs 0.46 ft 24.00 in 1 N V H 1 NTS 05/14/02 FlowMaster v5.11 09:18:02 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 A Tract 15 842 0 Com] CB00-26A.RES ® x+«++++++++++++++HYDRAULIC+ELEMENTS+**I**PROGRAM+PAC KAGE++++++++++*+x+++++«+ (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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 21:29 04/17/2002 +++++ +++*++++++++++++++ DESCRIPTION OF STUDY *********+++++++++++++++++ * CURTIS*AVENUE * TRACT 15842 + * CATCH BASIN #26A --SUMP TYPE BASIN INPUT INFORMATION—< ------------------------------------------------------ Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 12.57 BASIN OPENING(FEET) = 0.54 DEPTH OF WATER(FEET) = 0.67 --CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 8.12 i Page 1 C.B. #26B Worksheet for Circular Channel Project Description 0.64 Project File c:\haestad\curtisf.fm2 Worksheet C.B. #266 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth 144 M Input Data 0.64 Mannings Coefficient 0.013 Channel Slope 0.063200 ft/ft Diameter 24.00 in Discharge 12.57 cfs Results Depth 0.64 ft Flow Area 0.86 ftz Wetted Perimeter 2.40 ft Top Width 1.87 ft Critical Depth 1.27 ft Percent Full 31.95 Critical Slope 0.005708 ft/ft Velocity 14.54 ft/s Velocity Head 3.28 ft Specific Energy 3.92 ft Froude Number 3.76 Maximum Discharge 61.17 cfs Full Flow Capacity 56.87 cfs Full Flow Slope 0.003088 ft/ft Flow is supercritical. FlowMaster v5.11 05/14/02 09:32:29 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 A C.B. #2613 Cross Section for Circular Channel Project Description Project File c:\haestad\curtisf.fm2 Worksheet C.B. #2613 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.063200 ft/ft Depth 0.64 ft Diameter 24.00 in Discharge 12.57 cfs 05/14/02 09:32:33 AM 0.64 ft 24.00 in 1 N V H 1 NTS FlowMaster v5.11 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 CB00-27A.RES HYDRAULICk ELEMENTS**r I**PROGRAM+PACKAGEt+++++++r++rr++xxxw+ (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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 _________________________________________________________ ______ TIME/DATE OF STUDY: 19:54 04/17/2002 ++ ++++++x+++++r++ DESCRIPTION OF STUDY *+ FROST +GLEN DRIVE + * TRACT 15842 + * CATCH BASIN #27A ' +++++r+x++++++++++x«++++x++«w+ww«++++++r+www++++++++r+++ex++www+++++++++x+ —>SUMP TYPE BASIN INPUT INFORMATION-- -------------------- ---- ----------- _----------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 20.14 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.41 --CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 24.85 Page 1 LM C.B. #27A Worksheet for Circular Channel Project Description Project File c:\haestad\curtisf.fm2 Worksheet C.B. #27A Flow Element Circular Channel Method Manning's Formula Solve For Channel Diameter Input Data Mannings Coefficient 0.013 Channel Slope 0.043200 ft/ft Depth 0.91 ft Discharge 20.14 cfs Results Diameter 24.00 in Flow Area 1.40 ft2 Wetted Perimeter 2.97 ft Top Width 1.99 ft Critical Depth 1.61 ft Percent Full 45.72 Critical Slope 0.008184 ft/ft Velocity 14.39 ft/s Velocity Head 3.22 ft Specific Energy 4.13 ft Froude Number 3.03 Maximum Discharge 50.58 cfs Full Flow Capacity 47.02 cfs Full Flow Slope 0.007927 ft/ft Flow is supercritical. 05/14/02 FlowMaster v5.11 09:32:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 N A C.B. #27A Cross Section for Circular Channel Project Description 0.013 Project File c:\haestad\curtisf.fm2 Worksheet C.B. #27A Flow Element Circular Channel Method Manning's Formula Solve For Channel Diameter Section Data Mannings Coefficient 0.013 Channel Slope 0.043200 ft/ft Depth 0.91 ft Diameter 24.00 in Discharge 20.14 cfs 05/14/02 09:32:57 AM 0.91 ft 24.00 in 1 V N H 1 NTS FlowMaster v5.11 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Tract 15 843 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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 14:57 04/01/2002 + xr+++++++++r+++++:++rr DESCRIPTION OF STUDY +++++err++++++r+++++++++++ * CORI WAY * TRACT 15843 * CATCH BASIN #12A »»STREETFLOW MODEL INPUT INFORMATION—< CONSTANT STREET GRADE(FEET/FEET) = 0.014000 CONSTANT STREET FLOW(CFS) = 4.91 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.) = 3.06 PRODUCT OF DEPTH&VELOCITY = 1.13 Page 1 CB25-12A.RES LEMENTS+++I++PROGRAMx PACFCAG+++++++++++:++ E++++++ (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall 6 Foreman, Inc. 1152 North Mountain Avenue, Suite 100 Upland, California 91786 (9 09) 982-7777 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 14:59 04/01/2002 ++++++++r+++++++++++++ DESCRIPTION OF STUDY *++++++++++++++++++r++++++ +xCORI WAY + x TRACT 15843 + + CATCH BASIN #12A + ++r++rr +++r rrx »»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 ) = 4.91 GUTTER FLOWDEPTH(FEET) = 0.37 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 13.90 --CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 13.9 --CALCULATED ESTIMATED INTERCEPTION(CFS) = 4.9 0 NOTE: A 14' CATCH BASIN WILL BE CONSTRUCTED PER PLAN. Page 1 C.B. #12A Worksheet for Circular Channel LM Input Data Mannings Coefficient 0.013 Channel Slope 0.100800 ft/ft Diameter 18.00 in Discharge 4.90 cfs Results Depth 0.39 Project Description Flow Area Project File c:\haestad\15843.fm2 Worksheet C.B. #12A Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth LM Input Data Mannings Coefficient 0.013 Channel Slope 0.100800 ft/ft Diameter 18.00 in Discharge 4.90 cfs Results Depth 0.39 ft Flow Area 0.36 ft2 Wetted Perimeter 1.60 ft Top Width 1.31 ft Critical Depth 0.85 ft Percent Full 25.90 Critical Slope 0.005735 ft/ft Velocity 13.49 ft/s Velocity Head 2.83 ft Specific Energy 3.22 ft Froude Number 4.53 Maximum Discharge 35.87 cfs Full Flow Capacity 33.35 cfs Full Flow Slope 0.002176 ft/ft Flow is supercritical. 05/14/02 FlowMaster v5.11 09:43:12 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 A a C.B. #12A Cross Section for Circular Channel Project Description Project File c:\haestad\15843.fm2 Worksheet C.B. #12A Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.100800 ft/ft Depth 0.39 ft Diameter 18.00 in Discharge 4.90 cfs 0.39 ft 18.00 in 1N V H 1 NTS 05/14/02 FlowMaster v5.11 09:44:03 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 SC25-12B.RES +++++++r»+++xxrr+HYDRAULIC+ ELEMENTS ++xI++ PROGRAM +PACKAGE +++++rrr++++++++++++ (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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ____________________________________________________________________________ TIME/DATE OF STUDY: 16:14 03/28/2002 *++*xr»+++»+r*+++****++r++ DESCRIPTION OF STUDY ++++*»rr++r**r**rr++****** * CORI WAY r * TRACT 15843 + * CATCH BASIN #12B + xxx**rrr**+*rr**r+x»r»r»+++rr+*rx**+»rx»x»*x+*rrrrrrrr+++++**++rxr*rrr+x+* *******x*********r************x*********************x*****r********r***r**** »»STREETFLOW MODEL INPUT ZNFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 9.15 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 SYtM1ETRICAL GUTTER-HIKE(FEET) = 0.12500 FLAW 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.) = 4.12 PRODUCT OF DEPTH&VELOCITY = 1.71 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 North mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 _____________________________________________ ____---_ TIME/DATE OF STUDY: 08:19 04/02/2002 rrrrr++r+++*+++rrr+rrrr+rr DESCRIPTION OF STUDY * CORI WAY • TRACT 15843 * CATCH BASIN #12B ++r«rrrr+r+«+x++++rrrr++««««rr«++++++rrrrrrrrrrrrrr«r++«+++rrrrrx«+rx+««xx x+x++rrrr+rrrxr:+««+++++rrrrr+rrx+++++++++++++rrrr«r«rxx++++rr++rrr+rrrxrxx« »»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) = 9.15 GUTTER FLOWDEPTH(FEET) = 0.39 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 24.00 —>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 24.5 —>CALCULATED ESTIMATED INTERCEPTION(CFS) = 8.4 N Page 1 C.B. #1213 Worksheet for Circular Channel Project Description Project File c:\haestad\15843.fm2 Worksheet C.B. #126 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.139700 ft/ft Diameter 18.00 in Discharge 8.40 cfs Results Depth 0.47 ft Flow Area 0.48 ftz Wetted Perimeter 1.78 ft Top Width 1.39 ft Critical Depth 1.12 ft Percent Full 31.41 Critical Slope 0.007729 ft/ft Velocity 17.68 ft/s Velocity Head 4.86 ft Specific Energy 5.33 ft Froude Number 5.34 Maximum Discharge 42.23 cfs Full Flow Capacity 39.26 cfs Full Flow Slope 0.006395 ft/ft Flow is supercritical. 05/14/02 FlowMaster v5.11 09:44:49 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 C.B. #1213 Cross Section for Circular Channel A Project Description 0.013 Project File c:\haestad\15843.fm2 Worksheet C.B. #1213 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.139700 ft/ft Depth 0.47 ft Diameter 18.00 in Discharge 8.40 cfs 0.47 ft 18.00 in 1� V H 1 NTS 05/14/02 FlowMaster v5.11 09:44:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 CB25-12C.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: 23:43 04/16/2002 ************************** DESCRIPTION OF STUDY ************************** * CONSTANCE LANE * TRACT 15843 * CATCH BASIN #12C »»SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------------- u Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 9.99 BASIN OPENING(FEET) = 0.50 DEPTH OF WATER(FEET) = 0.35 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 15.63 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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 08:24 04/02/2002 DESCRIPTION OF STUDY ****************++++++**** * CHANTEL DRIVE * TRACT 15843 * 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) = 8.88 GUTTER FLOWDEPTH(FEET) = 0.37 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 21.00 » "CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 25.2 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 8.0 Page 1 C.B. #13A Worksheet for Circular Channel Project Description Project File c:\haestad\15843.fm2 Worksheet C.B. #13A Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.113300 ft/ft Diameter 18.00 in Discharge 8.00 cfs Results Depth 0.49 ft Flow Area 0.49 ft2 Wetted Perimeter 1.81 ft Top Width 1.40 ft Critical Depth 1.10 ft Percent Full 32.34 Critical Slope 0.007426 ft/ft Velocity 16.17 ft/s Velocity Head 4.07 ft Specific Energy 4.55 ft Froude Number 4.80 Maximum Discharge 38.03 cfs Full Flow Capacity 35.36 cfs Full Flow Slope 0.005801 ft/ft Flow is supercritical. N-, 05/14/02 FlowMaster v5.11 09:45:33 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 A L C.B. #13A Cross Section for Circular Channel Project Description 0.013 Project File c:\haestad\15843.fm2 Worksheet C.B. #13A Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.113300 fVft Depth 0.49 ft Diameter 18.00 in Discharge 8.00 cfs 0.49 ft 18.00 in 1 N V H 1 NTS 05/14/02 FlowMaster v5.11 09:45:36 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 10:45 04/09/2002 ++++++++++++++++++++++++++ DESCRIPTION OF STUDY ++++++++++++++++++++++++++ CHANTEL DRIVE TRACT 15843 CATCH BASIN #13B ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.027000 CONSTANT STREET FLOW(CFS) = 2.49 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) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.15 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.18 PRODUCT OF DEPTH&VELOCITY = 0.92 0 Page 1 CB25-13B.RES ++x++++++x+++++x+++++xxx+++++xxx++++xxx+x++xxx++x++++++xxxxx++++++++++++x+++ 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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 10:47 04/09/2002 xx*xx+xtx++++x+++x++++++++ DESCRIPTION OF STUDY +++++++++++++xxx+++x+x++++ + CHANTEL DRIVE + TRACT 15843 + + 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) = 2.49 GUTTER FLOWDEPTH(FEET) = 0.29 BASIN LOCAL DEPRESSION(FEET) = 0.33 Avok FLOWBY BASIN WIDTH(FEET) = 7.00 rVAMW » >>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 9.1 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 2.1 J Page 1 C.B. #1313 Worksheet for Circular Channel Project Description 0.42 Project File c:\haestad\15843.fm2 Worksheet C.B. #136 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data 0.42 Mannings Coefficient 0.013 Channel Slope 0.013200 ft/ft Diameter 18.00 in Discharge 2.10 cfs Results Depth 0.42 ft Flow Area 0.41 ftz Wetted Perimeter 1.68 ft Top Width 1.35 ft Critical Depth 0.55 ft Percent Full 28.23 Critical Slope 0.004957 ft/ft Velocity 5.13 ft/s Velocity Head 0.41 ft Specific Energy 0.83 ft Froude Number 1.64 Maximum Discharge 12.98 cfs Full Flow Capacity 12.07 cfs Full Flow Slope 0.000400 ft/ft Flow is supercritical. N 05/14/02 FlowMaster v5.11 09:52:44 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 [A N r� C.B. #1313 Cross Section for Circular Channel Project Description 0.013 Project File c:\haestad\15843.fm2 Worksheet C.B. #1313 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.013200 ft/ft Depth 0.42 ft Diameter 18.00 in Discharge 2.10 cfs 05/14/02 09:52:47 AM 0.42 ft 18.00 in 1 N V H 1 NTS FlowMaster v5.11 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 SC2S-13C.RES ++++++xxx++++++xxHYDRAULIC+ELEMENTS+++I++PROGRAM+PACKAGE+x+++++++++++++x++++ (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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ____________________________________________________________________________ TIME/DATE OF STUDY: 08:10 05/14/2002 + ++++++ ++++++++++++++++ DESCRIPTION OF STUDY ••+*:+++++++++++++++++++++ • JEANETTE+DRIVE + • TRACT 15843 + • CATCH BASIN #13C + »»STREETFLOW MODEL INPUT INFORMATIONcc < CONSTANT STREET GRADE(FEET/FEET) = 0.017000 CONSTANT STREET FLOW(CFS) = 8.96 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.) = 3.74 PRODUCT OF DEPTH&VELOCITY = 1.60 C+] Page 1 CB25-13C.RES +++++++r+++xx++•+HYDRAULIC+ELEMENTS+++I+rPROGRAM+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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 --------------------------------_---------___-----____ TIME/DATE OF STUDY: 08:14 05/14/2002 + +++++++ ++++++++++++++ DESCRIPTION OF STUDY **++++++++++++++++++++r+++ * JEANETTE DRIVE + * TRACT 15843 * CATCH BASIN #13C + ,—SUMP TYPE BASIN INPUT INFORMATION-- ---------------------------------- NFORMATION-- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 8.96 BASIN OPENING(FEET) = 0.50 DEPTH OF WATER(FEET) = 0.43 --CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 10.29 NO Page 1 A C.B. #13C Worksheet for Circular Channel Project Description Project File c:\haestad\15843.fm2 Worksheet C.B. #13C Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.030500 ft/ft Diameter 24.00 in Discharge 8.96 cfs Results Depth 0.65 ft Flow Area 0.88 ft2 Wetted Perimeter 2.42 ft Top Width 1.87 ft Critical Depth 1.07 ft Percent Full 32.38 ! Critical Slope 0.005029 ft/ft fir+` Velocity 10.17 ft/s Velocity Head 1.61 ft Specific Energy 2.26 ft Froude Number 2.61 Maximum Discharge 42.50 cfs Full Flow Capacity 39.51 cfs Full Flow Slope 0.001569 ft/ft Flow is supercritical. 05/14/02 FlowMaster v5.11 08:18:45 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 A C.B. #13C Cross Section for Circular Channel Project Description 0.013 Project File c:\haestad\15843.fm2 Worksheet C.B. #13C Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.030500 ft/ft Depth 0.65 ft Diameter 24.00 in Discharge 8.96 cfs 0.65 ft 24.00 in 1N V H 1 NTS 05/14/02 FlowMaster v5.11 08:18:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 CB25-13D.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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 15:06 04/01/2002 r*+*********+********* DESCRIPTION OF STUDY * CHANTEL DRIVE * TRACT 15843 ' * CATCH BASIN #13D >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ---------------------------------------------------------------------------- 11 Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 6.94 GUTTER FLOWDEPTH(FEET) = 0.34 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 14.00 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 21.5 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 5.3 Page 1 SC25-14A.RES ++++++a++++++++**HYDRAULIC+ELEMENTSROGRAM*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: 16:49 04/17/2002 a+++++++++++++++++++++++++ DESCRIPTION OF STUDY +++++++++++a++++++++++++++ • WIDGEON WAY * TRACT 15843 * CATCH BASIN #14A + »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.008000 CONSTANT STREET FLOW(CFS) = 6.63 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.) = 2.58 PRODUCT OF DEPTH&VELOCITY = 1.13 �7 [A 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 S Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 __________________________________________________________________________ TIME/DATE OF STUDY: 16:50 04/17/2002 ++++++++++++++++++++++++++ DESCRIPTION OF STUDY ++++++++++++++++++++++++++ * WIDGEON WAY * TRACT 15843 * CATCH BASIN N14A ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« ____________________________________________________________________________ Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 6.63 GUTTER FLOWDEPTH(FEET) =0.44 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 14.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 15.7 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 6.3 U Page 1 Nd C.B. #14A Worksheet for Circular Channel Project Description 0.44 Project File c:\haestad\15843.fm2 Worksheet C.B. #14A Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.100200 ft/ft Diameter 18.00 in Discharge 6.30 cfs Results Depth 0.44 ft Flow Area 0.44 ft2 Wetted Perimeter 1.72 ft Top Width 1.37 ft Critical Depth 0.97 ft Percent Full 29.49 Critical Slope 0.006373 ft/ft '�✓ Velocity 14.47 ft/s Velocity Head 3.25 ft Specific Energy 3.69 ft Froude Number 4.52 Maximum Discharge 35.77 cfs Full Flow Capacity 33.25 cfs Full Flow Slope 0.003597 ft/ft Flow is supercritical. 05/14/02 FlowMaster v5.11 09:53:58 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 L44 C.B. #14A Cross Section for Circular Channel Project Description 0.013 Project File c:\haestad\15843.fm2 Worksheet C.B. #14A Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.100200 ft/ft Depth 0.44 ft Diameter 18.00 in Discharge 6.30 cfs 0.44 ft 18.00 in 1 N V H 1 NTS 05/14/02 FlowMaster v5.11 09:54:06 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 SC25-14B.RES C ........... ...... 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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 1W ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 15:46 04/01/2002 ************************** DESCRIPTION OF STUDY * WIDGEON WAY * TRACT 15843 * CATCH BASIN #14B >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.022200 CONSTANT STREET FLOW(CFS) = 5.28 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) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.62 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.60 PRODUCT OF DEPTH&VELOCITY = 1.29 Page 1 A CB25-14B.RES .................. t..... .. tin.......... ................................... 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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 15:47 04/01/2002 .......................... DESCRIPTION OF STUDY •••••••*••••••••••••*••••• * WIDGEON WAY * TRACT 15843 * 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) = 5.28 GUTTER FLOWDEPTH(FEET) = 0.36 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 14.00 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 15.4 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 5.0 Page 1 A C.B. #1413 Worksheet for Circular Channel Project Description 0.35 Project File c:\haestad\15843.fm2 Worksheet C.B. #1413 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.155200 ft/ft Diameter 18.00 in Discharge 5.00 cfs Results Depth 0.35 ft Flow Area 0.32 ft2 Wetted Perimeter 1.52 ft Top Width 127 ft Critical Depth 0.86 ft Percent Full 23.47 Critical Slope 0.005775 ft/ft mow✓ Velocity 15.82 ft/s Velocity Head 3.89 ft Specific Energy 4.24 ft Froude Number 5.60 Maximum Discharge 44.51 cfs Full Flow Capacity 41.38 cfs Full Flow Slope 0.002266 ft/ft Flow is supercritical. LM FlowMaster v5.11 05/14/02 09:54:40 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203)755-1666 Page 1 of 1 C.B. #1413 Cross Section for Circular Channel Project Description 0.013 Project File c:\haestad\i 5843.fm2 Worksheet C.B. #146 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.155200 ft/ft Depth 0.35 ft Diameter 18.00 in Discharge 5.00 cfs 0.35 ft 18.00 in 1 v N H 1 NTS FlowMaster v5.11 05/14/02 09:54:44 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 SC25-23A.RES JOW x++xxx+++xx+x+.*xxxxxx++x+xx+++xxxx++xxx++xx+xxxx+xxxxx+xxxxx++xxx++xxxxxx. 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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 15:53 04/01/2002 +++xx+++xx+++xx+++xx+++xx+ DESCRIPTION OF STUDY +++xxx++xxx++++xxxx+xxx++x x CHANTEL DRIVE + TRACT 15843 x CATCH BASIN #23A +++++++++++++++x+xxxx++xx+++xxx+xxxx++xx++x++++++++xx+++++++++++++++++++++ xx++xx++xxxx+xxx++xx+++xx+++xx++++x++++x+++xx++xxx+xxxx++xxxx++xx++xxx++xxx+ >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.026600 CONSTANT STREET FLOW(CFS) = 4.76 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) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.46 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.93 PRODUCT OF DEPTH&VELOCITY = 1.32 Page 1 CB25-23A.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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 15:54 04/01/2002 ++++++++++++++++++++++++++ DESCRIPTION OF STUDY ++++++++++++++++++++++++++ + + CHANTEL DRIVE + + TRACT 15843 + + CATCH BASIN #23A ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ---------------------------------------------------------------------------- 11 Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 4.76 GUTTER FLOWDEPTH(FEET) = 0.34 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 14.00 >> "CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 14.8 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 4.6 Page 1 C.B. #23A Worksheet for Circular Channel AJ Project Description 0.77 Project File c:\haestad\15843.fm2 Worksheet C.B. #23A Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth N N Input Data Mannings Coefficient 0.013 Channel Slope 0.006900 ft/ft Diameter 18.00 in Discharge 4.60 cfs Results Depth 0.77 ft Flow Area 0.92 ft2 Wetted Perimeter 2.40 ft Top Width 1.50 ft Critical Depth 0.82 ft Percent Full 51.60 Critical Slope 0.005620 ft/ft Velocity 5.00 ft/s Velocity Head 0.39 ft Specific Energy 1.16 ft Froude Number 1.13 Maximum Discharge 9.39 cfs Full Flow Capacity 8.73 cfs Full Flow Slope 0.001918 ft/ft Flow is supercritical. FlowMaster v5.11 05/14/02Page 1 of 1 09:55:19 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 1666 C.B. #23A Cross Section for Circular Channel A Project Description 0.013 Project File c:\haestad\15843.fm2 Worksheet C.B. #23A Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.006900 ft/ft Depth 0.77 ft Diameter 18.00 in Discharge 4.60 cfs N 05/14/02 09:55:24 AM 0.77 ft 18.00 in 1 N V H 1 NTS F1owMaster v5.11 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 SC25-23B.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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 15:56 04/01/2002 ++++++++++++++++++++++++++ DESCRIPTION OF STUDY ++++++++++++++++*+++++++++ + ISABEL LANE + TRACT 15843 + CATCH BASIN #23B ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ >>>>STREETFLOW MODEL INPUT INFORMATION<<<< CONSTANT STREET GRADE(FEET/FEET) = 0.014000 CONSTANT STREET FLOW(CFS) = 3.71 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.) = 2.78 PRODUCT OF DEPTH&VELOCITY = 0.96 Page 1 CB25-23B.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 04/16/2002 ************************** DESCRIPTION OF STUDY ************************** * ISABEL LANE * TRACT 15843 * CATCH BASIN #23B »»SUMP TYPE BASIN INPUT INFORMATION«« ----------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 3.71 BASIN OPENING(FEET) = 0.50 DEPTH OF WATER(FEET) = 0.35 ( >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 5.80 C Page 1 N A C.B. #2313 Worksheet for Circular Channel Project Description Project File c:\haestad\15843.fm2 Worksheet C.B. #2313 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.031400 ft/ft Diameter 24.00 in Discharge 3.71 cfs Results Depth 0.41 ft Flow Area 0.47 ft2 Wetted Perimeter 1.88 ft Top Width 1.62 ft Critical Depth 0.67 ft Percent Full 20.55 Critical Slope 0.004473 ft/ft Velocity 7.98 ft/s Velocity Head 0.99 ft Specific Energy 1.40 ft Froude Number 2.62 Maximum Discharge 43.12 cfs Full Flow Capacity 40.08 cfs Full Flow Slope 0.000269 ft/ft Flow is supercritical. 05/14/02 FlowMaster v5.11 09:56:38 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 C3 N C.B. #2313 Cross Section for Circular Channel Project Description Project File cAhaestad\15843.fm2 Worksheet C.B. #236 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.031400 ft/ft Depth 0.41 ft Diameter 24.00 in Discharge 3.71 cfs 05/14/02 09:56:41 AM 0.41 ft 24.00 in 1 VN H 1 NTS FlowMaster v5.11 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Lq SC10024A.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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 09:44 04/02/2002 ***+********************** DESCRIPTION OF STUDY * BRIANNE LANE * TRACT 15843 * CATCH BASIN #24A >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.007000 CONSTANT STREET FLOW(CFS) = 6.65 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.) = 2.41 PRODUCT OF DEPTH&VELOCITY = 1.09 Page 1 CB10024A.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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 09:47 04/02/2002 ++++++++++++++++++++++++++ DESCRIPTION OF STUDY + BRIANNE LANE + + TRACT 15843 + + CATCH BASIN #24A + ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- C r� Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 6.65 BASIN OPENING(FEET) = 0.50 DEPTH OF WATER(FEET) = 0.45 >> >>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 7.14 Page 1 C.B. #24A Worksheet for Circular Channel Project Description 0.46 Project File c:\haestad\15843.fm2 Worksheet C.B. #24A Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.062200 ft/ft Diameter 24.00 in Discharge 6.65 cfs Results Depth 0.46 ft Flow Area 0.55 ft2 Wetted Perimeter 2.01 ft Top Width 1.69 ft Critical Depth 0.91 ft Percent Full 23.18 Critical Slope 0.004716 ft/ft Velocity 12.05 ft/s Velocity Head 2.26 ft Specific Energy 2.72 ft Froude Number 3.71 Maximum Discharge 60.69 cfs Full Flow Capacity 56.42 cfs Full Flow Slope 0.000864 ft/ft Flow is supercritical. N 05/14/02 FlowMaster v5.11 09:57:14 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 A C.B. #24A Cross Section for Circular Channel Project Description 0.013 Project File c:\haestad\15843.fm2 Worksheet C.B. #24A Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.062200 ft/ft Depth 0.46 ft Diameter 24.00 in Discharge 6.65 cfs 0.46 ft 24.00 in 1N V H 1 NTS 05/14/02 FlowMaster v5.11 09:57:18 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 CB25-15A.RES x+++x++++++++++++++++++++++++++++++++++++++x+++++++ 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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ____________________________________________________________________________ TIME/DATE OF STUDY: 13:17 04/19/2002 DESCRIPTION OF STUDY +++++++++++++x+++++xxx++x+ x CANVASBACK WAY x TRACT 15844 x CATCH BASIN #15A xxxxxxx xxxxxxx+x+xx++x++++xxx+xxx+xxx+xxxxx+xxxxx+xxx++xxx+xxx+xxxx+xxxxxx +++ +++ +++ ++++ ++ ,—SUMP TYPE BASIN INPUT INFORMATION----------------------------------------------------------------------------- - Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 9.75 BASIN OPENING(FEET) = 0.50 DEPTH OF WATER(FEET) = 0.45 --CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 10.46 Page 1 A A C.B. #15A Worksheet for Circular Channel Project Description Project File c:\haestad\15844.fm2 Worksheet C.B. #15A Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.009700 ft/ft Diameter 24.00 in Discharge 9.75 cfs Results Depth 0.93 ft Flow Area 1.42 ft2 Wetted Perimeter 2.99 ft Top Width 1.99 ft Critical Depth 1.12 ft Percent Full 46.28 Critical Slope 0.005157 ft/ft Velocity 6.86 ft/s Velocity Head 0.73 ft Specific Energy 1.66 ft Froude Number 1.43 Maximum Discharge 23.97 cfs Full Flow Capacity 22.28 cfs Full Flow Slope 0.001858 ft/ft Flow is supercritical. 05/14/02 FlowMaster v5.11 10:40:48 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 C.B. #15A Cross Section for Circular Channel Project Description Project File c:\haestad\15844.fm2 Worksheet C.B. #15A Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.009700 ft/ft Depth 0.93 ft Diameter 24.00 in Discharge 9.75 cfs N 05/14/02 10:40:56 AM 0.93 ft 24.00 in 1 V N H 1 NTS FlowMaster v5.11 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 CB25-15B.RES xxxxxxxxxxxxxxxxxxxxxxxx�+xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxr.xxxxxxxxx:.xxx==x, 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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 08:35 04/02/2002 xxxx*xxxxxxxx*xxx*xxxxxxxx DESCRIPTION OF STUDY xxxxxxx*xxxxxxxxxxxxxxxxxx x x BRANT DRIVE x x TRACT 15844 * CATCH BASIN #15B x xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx*xxxxxxxxxxxx*++x xxxxxxxxxx*xxxxxx,r*xxx*xtxx+xxxxxxxxxxxxxxxxxxxxxxxxxxxx+x�xxx*xxx*xxxxxxxxx >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ---------------------------------------------------------------------------- no Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 7.21 GUTTER FLOWDEPTH(FEET) = 0.41 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 14.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 18.4 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 6.2 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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 16:24 04/01/2002 ************************** DESCRIPTION OF STUDY ************************** * BRANT DRIVE * TRACT 15844 * CATCH BASIN #15C ************************************************************************** **************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<< CONSTANT STREET GRADE(FEET/FEET) = 0.010000 CONSTANT STREET FLOW(CFS) = 5.15 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.) = 2.71 PRODUCT OF DEPTH&VELOCITY = 1.07 O Page 1 CB25-15C.RES HYDRAULIC +ELEMETS+,"Ix+PROGRAM +PACKAGE N x++++ (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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 16:26 04/01/2002 +++++ ++++++++++++++++++ DESCRIPTION OF STUDY >+BRANT *DRIVE * TRACT 15844 + * CATCH BASIN #15C +++++xxx++++xrx+rx+xx xxxx+++++x+++++x++++++++x++++++++++++++++++++++++++++ +++++xxxx+x+xxxx++r++xxxx++xxxx+++x+x+++++++++x++++++x++++++++++++++x+++++++ »»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) = 5.15 GUTTER FLOWDEPTH(FEET) = 0.39 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 13.80 --CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 13.8 --CALCULATED ESTIMATED INTERCEPTION(CFS) = 5.1 NOTE: A 14' CATCH BASIN WILL BE CONSTRUCTED PER PLAN. N Page 1 C.B. #15C Worksheet for Circular Channel Apmh Project Description 0.45 Project File c:\haestad\15844.fm2 Worksheet C.B. #15C Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth A 14 Input Data Mannings Coefficient 0.013 Channel Slope 0.061300 ft/ft Diameter 18.00 in Discharge 5.10 cfs Results Depth 0.45 ft Flow Area 0.45 ft2 Wetted Perimeter 1.74 ft Top Width 1.38 ft Critical Depth 0.87 ft Percent Full 30.02 Critical Slope 0.005815 ft/ft Velocity 11.43 ft/s Velocity Head 2.03 ft Specific Energy 2.48 ft Froude Number 3.54 Maximum Discharge 27.97 cfs Full Flow Capacity 26.01 cfs Full Flow Slope 0.002357 ft/ft Flow is supercritical. FlowMaster v5.11 05/14/02 10:41:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 C.B. #15C Cross Section for Circular Channel \rlr' Project Description Project File c:\haestad\15844.fm2 Worksheet C.B. #15C Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.061300 ft/ft Depth 0.45 ft Diameter 18.00 in Discharge 5.10 cfs M 11 05/14/02 10:41:56 AM 0.45 ft 18.00 in 1N V H 1 NTS FlowMaster v5.11 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 C. 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: 16:27 09/17/2002 —....++++++...++++++.+++ DESCRIPTION OF STUDY ************************++ * BRANT AVENUE * 25 YEAR STORM *+*CATCH +BASIN #*+A++++++..+++++.++.++++++++.+++++++++++++++++++++++++++++.+. »»STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.019000 CONSTANT STREET FLOW(CFS) = 7.51 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) = 0.50 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) = 0.92 HALFSTREET FLOOD WIDTH(FEET) = 19.63 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.32 PRODUCT OF DEPTH&VELOCITY = 1.39 Page 1 CB25-17A.RES ....*++•+++�+'��+HYDRAULIC+ELEMENTS +- I++PROGRAM *PACKAGE * (C) Copyright 1982-2001 Advanced Engineering Software (les) 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: 16:31 09/17/2002 ++++++++++++++++++++++++++ DESCRIPTION OF STUDY ++++++++++++++++++++++++++ * BRANT AVENUE * 25 YEAR STORM * 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) = 7.51 GUTTER FLOWDEPTH(FEET) = 0.92 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 18.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 18.6 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 7.9 Page 1 C.B. #17A Worksheet for Circular Channel Project Description Project File c:\haestad\15844.fm2 Worksheet C.B. #17A Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.042500 ft/ft Diameter 18.00 in Discharge 7.40 cfs Results Depth 0.60 ft Flow Area 0.67 ft2 Wetted Perimeter 2.06 ft Top Width 1.47 ft Critical Depth 1.05 ft Percent Full 40.31 Critical Slope 0.007014 ft/ft Velocity 11.10 ft/s Velocity Head 1.91 ft Specific Energy 2.52 ft Froude Number 2.91 Maximum Discharge 23.29 cfs Full Flow Capacity 21.65 cfs Full Flow Slope 0.004963 ft/ft Flow is supercritical. 05/14/02 FlowMaster v5.11 10:44:06 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 C.B. #17A Cross Section for Circular Channel Project Description Project File c:\haestad\15844.fm2 Worksheet C.B. #17A Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.042500 ft/ft Depth 0.60 ft Diameter 18.00 in Discharge 7.40 cfs 05/14/02 10:44:11 AM 0.60 ft 18.00 in 1 v� H 1 NTS FlowMaster v5.11 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 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: 00:06 04/17/2002 ************************** DESCRIPTION OF STUDY ************************** * BRANT DRIVE * TRACT 15844 * CATCH BASIN #17B ************************************************************************** **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.010000 CONSTANT STREET FLOW(CFS) = 4.14 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.) = 2.58 PRODUCT OF DEPTH&VELOCITY = 0.95 L 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: 00:07 04/17/2002 ************************** DESCRIPTION OF STUDY ************************** * BRANT DRIVE * TRACT 15844 * 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) = 4.14 GUTTER FLOWDEPTH(FEET) = 0.37 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 11.74 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 11.7 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 4.1 L AWW Page 1 C.B. #1713 Worksheet for Circular Channel [40 05/14/02 FlowMaster v5.11 10:53:13 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Project Description Project File c:\haestad\15844.fm2 Worksheet C.B. #1713 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.036000 ft/ft Diameter 18.00 in Discharge 4.14 cfs Results Depth 0.46 ft Flow Area 0.47 ft2 Wetted Perimeter 1.77 ft Top Width 1.39 ft Critical Depth 0.78 ft Percent Full 30.93 �. Critical Slope Velocity 0.005459 ft/ft 8.90 ft/s Velocity Head 1.23 ft Specific Energy 1.70 ft Froude Number 2.71 Maximum Discharge 21.44 cfs Full Flow Capacity 19.93 cfs Full Flow Slope 0.001553 ft/ft Flow is supercritical. [40 05/14/02 FlowMaster v5.11 10:53:13 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 C.B. #1713 Cross Section for Circular Channel Project Description Project File c:\haestad\15844.fm2 Worksheet C.B. #1713 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.036000 ft/ft Depth 0.46 ft Diameter 18.00 in Discharge 4.14 cfs 05/14/02 10:53:27 AM 0.46 ft 18.00 in 1 VD H 1 NTS FlowMaster v5.11 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 CB25-22A.RES **************************************************************************** Avok 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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 08:36 04/02/2002 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * PINTAIL WAY * TRACT 15844 * CATCH BASIN #22A ************************************************************************** **************************************************************************** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ---------------------------------------------------------------------------- El Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 6.19 GUTTER FLOWDEPTH(FEET) = 0.35 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 14.00 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 18.6 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 5.2 Page 1 CB25-22B.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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 10:10 04/09/2002 *************•************ DESCRIPTION OF STUDY ************************** * PINTAIL WAY * TRACT 15844 * CATCH BASIN #22B ' >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ---------------------------------------------------------------------------- 11 Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 7.85 GUTTER FLOWDEPTH(FEET) = 0.37 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 7.00 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 22.3 >> >>CALCULATED ESTIMATED INTERCEPTION(CFS) = 3.4 Page 1 C.B. #2213 Worksheet for Circular Channel A 05/14/02 FlowMaster v5.11 10:54:41 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Project Description Project File c:\haestad\15844.fm2 Worksheet C.B. #2213 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.035500 ft/ft Diameter 18.00 in Discharge 3.40 cfs Results Depth 0.42 ft Flow Area 0.41 ft2 Wetted Perimeter 1.67 ft Top Width 1.35 ft Critical Depth 0.70 ft Percent Full 28.05 Critical Slope 0.005234 ft/ft Velocity 8.37 ft/s Velocity Head 1.09 ft Specific Energy 1.51 ft Froude Number 2.69 Maximum Discharge 21.29 cfs Full Flow Capacity 19.79 cfs Full Flow Slope 0. 00 1048 ft/ft Flow is supercritical. A 05/14/02 FlowMaster v5.11 10:54:41 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 10 RO C.B. #2213 Cross Section for Circular Channel Project Description Project File c:\haestad\15844.fm2 Worksheet C.B. #2213 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.035500 ft/ft Depth 0.42 ft Diameter 18.00 in Discharge 3.40 cfs 05/14/02 10:54:46 AM 0.42 ft 18.00 in 1N V H 1 NTS FlowMaster v5.11 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Com] SC25-22C.RES HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyrngbt 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall 6 Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ____________________________________________________________________________ TIME/DATE OF STUDY: 16:39 09/17/2002 ++++++++++++++++++++++++++ DESCRIPTION OF STUDY ++++++++++++++++++++++++++ * PINTAIL WAY * 25 YEAR STORM * CATCH BASIN R22C ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++++++++++++++++++++++++++++++++ »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.010000 CONSTANT STREET FLOW(CFS) = 2.29 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) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.30 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.28 PRODUCT OF DEPTH&VELOCITY = 0.71 Page 1 CB25-22C.RE5 HYDRAULIC ELEI9ENTS - I ,ROGRAII PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: H6 11 a Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 ( 909 ) 982-7777 ____________________________________________________________________________ TIME/DATE OF STUDY: 16:36 04/17/2002 +++++++++++++++++++++++.++ DESCRIPTION OF STUDY +++++++++++.++++++++++++++ PINTAIL WAY 25 YEAR STORM CATCH BASIN #22C ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ »»SUMP TYPE BASIN INPUT INFORMATION«« ------------------ _____--- _------------------------------------------ Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 2.24 BASIN OPENING(FEET) = 0.50 DEPTH OF WATER(FEET) = 0.31 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 4.20 Page 1 C.B. #22C Worksheet for Circular Channel Results Project Description 0.28 Project File c:\haestad\15844.fm2 Worksheet C.B. #22C Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Critical Depth Input Data ft Percent Full Mannings Coefficient 0.013 Channel Slope 0.058200 ft/ft Diameter 24.00 in Discharae 2.24 cfs Results Depth 0.28 ft Flow Area 0.26 ft2 Wetted Perimeter 1.52 ft Top Width 1.38 ft Critical Depth 0.52 ft Percent Full 13.82 Critical Slope 0.004471 ft/ft Velocity 8.54 ft/s Velocity Head 1.13 ft Specific Energy 1.41 ft Froude Number 3.45 Maximum Discharge 58.70 cfs Full Flow Capacity 54.57 cfs Full Flow Slope 0.000098 ft/ft Flow is supercritical. 05/14/02 FlowMaster v5.11 10:55:21 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 C.B. #22C Cross Section for Circular Channel Section Data Mannings Coefficient 0.013 Channel Slope Project Description Depth Project File c:\haestad\15844.fm2 Worksheet C.B. #22C Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.058200 ft/ft Depth 0.28 ft Diameter 24.00 in Discharge 2.24 cfs N N 05/14/02 10:55:24 AM 0.28 ft 24.00 in 1 N V H 1 NTS FlowMaster v5.11 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Beech Avenue -M SC25-1A.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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 09:47 04/03/2002 ************************** DESCRIPTION OF STUDY ************************** * BEECH AVENUE * * CATCH BASIN #lA ************************************************************************** **************************************************************************** >o>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.010000 CONSTANT STREET FLOW(CFS) = 2.28 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) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 ----CONSTANT -SYMMETRICAL -GUTTER=HIKE(FEET)E, AN THEN -SPLITS- -------- ---- 2500 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) = 9.62 AVERAGE FLOW VELOCITY(FEET/SEC_) = 2.18 PRODUCT OF DEPTH&VELOCITY = 0.70 n Page 1 CB25-1A.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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 09:52 04/03/2002 ************************** DESCRIPTION OF STUDY ************************** * BEECH AVENUE * * * CATCH BASIN #lA ************************************************************************** **************************************************************************** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ---------------------------------------------------------------------------- 0 Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 2.28 GUTTER FLOWDEPTH(FEET) = 0.32 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 7.00 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 7.5 >o>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 2.2 Page 1 C.B. #1 A Worksheet for Circular Channel Project Description 0.30 Project File c:\haestad\beechl.fm2 Worksheet C.B. #1A Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth A N Input Data Mannings Coefficient 0.013 Channel Slope 0.061100 ft/ft Diameter 18.00 in Discharge 2.28 cfs Results Depth 0.30 ft Flow Area 0.25 ft2 Wetted Perimeter 1.39 ft Top Width 1.20 ft Critical Depth 0.57 ft Percent Full 20.03 Critical Slope 0.004985 ft/ft Velocity 9.04 ft/s Velocity Head 1.27 ft Specific Energy 1.57 ft Froude Number 3.48 Maximum Discharge 27.93 cfs Full Flow Capacity 25.96 cfs Full Flow Slope 0.000471 ft/ft Flow is supercritical. 05/14/02 FlowMaster v5.11 10:59:13 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 C.B. #1 A Cross Section for Circular Channel Project Description Project File c:\haestad\beechl.fm2 Worksheet C.B. #1A Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.061100 ft/ft Depth 0.30 ft Diameter 18.00 in Discharge 2.28 cfs 05/14/02 10:59:17 AM 0.30 ft 18.00 in 1 v H 1 NTS FlowMaster v5.11 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 CB25-1B.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: 16:14 04/17/2002 ++++++++++++++++++++++++++ DESCRIPTION OF STUDY ***********+++++++++++++++ * BEECH AVENUE * 25 YEAR STORM * CATCH BASIN 01B ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ »»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) = 20.81 GUTTER FLOWDEPTH(FEET) = 0.64 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 28.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 33.1 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 19.5 e Page 1 SC25-2A.RES +++++++++++w»++»wxxxxx+»++++++++++++»w++w++++++xww»»x+++++++++w+w+w+wwx»x»++ 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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ____________________________________________________________________________ TIME/DATE OF STUDY: 16:06 04/03/2002 xxxxrxrrxxxxxx+x++++++++++ DESCRIPTION OF STUDY •+•*++xxx+++++++++++++++++ * BEECH AVENUE + * CATCH BASIN #2A + xx rrrrrr+rrrxxrxr+xx++w++++++++x+xxrxxxxxxxx+x++++++++xxxxxx++++++++++++++ xxrxxxxxxx+++xxxxxxxxx+xx++xxxxxxr rxxxxwxx »»STREETFLOW MODEL INPUT INFORMATION -- CONSTANT STREET GRADE(FEET/FEET) = 0.025000 CONSTANT STREET FLOW(CFS) = 3.59 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) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLAW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: _____________________________________________________ STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.62 AVERAGE FLOW VELACITY(FEET/SEC.) = 3.44 PRODUCT OF DEPTH&VELOCITY = 1.10 A Page 1 CB25-2A.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: 00:15 04/17/2002 ************************** DESCRIPTION OF STUDY ************************** * BEECH AVENUE * * CATCH BASIN #2A »»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) = 3.59 GUTTER FLOWDEPTH(FEET) = 0.32 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 11.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 11.9 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 3.4 0 [ Page 1 A M C.B. #2A Worksheet for Circular Channel Project Description Project File c:\haestad\beechl.fm2 Worksheet C.B. #2A Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.151300 ft/ft Diameter 18.00 in Discharge 3.59 cfs Results Depth 0.30 ft Flow Area 0.25 ft2 Wetted Perimeter 1.39 ft Top Width 1.20 ft Critical Depth 0.72 ft Percent Full 20.03 Critical Slope 0.005287 ft/ft Velocity 14.23 ft/s Velocity Head 3.15 ft Specific Energy 3.45 ft Froude Number 5.48 Maximum Discharge 43.95 cfs Full Flow Capacity 40.86 cfs Full Flow Slope 0.001168 ft/ft Flow is supercritical. 05/14/02 FlowMaster v5.11 10:59:53 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 C.B. #2A Cross Section for Circular Channel Section Data Mannings Coefficient Project Description Channel Slope Project File c:\haestad\beechl.fm2 Worksheet C.B. #2A Flow Element Circular Channel Method Manning's Formula Solve For Channel Death Section Data Mannings Coefficient 0.013 Channel Slope 0.151300 ft/ft Depth 0.30 ft Diameter 18.00 in Discharge 3.59 cfs iqN 0.30 ft 1 VN H 1 NTS 18.00 in 05/14/02 FlowMaster v5.11 10:59:56 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 SC25-2B.RES HYDRAULIC +ELEMENTS +.+I++ PROGRAM +PACKAGE ++++++++++++++++++++ (C) Copyright 1982-2001 AdvancedEngineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall 6 Foreman, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ____________________________________________________________________________ TIME/DATE OF STUDY: 16:20 04/17/2002 ++++.+++++++++++++++++++++ DESCRIPTION OF STUDY ********++++++++++++++++++ * BEECH AVENUE * 25 YEAR STORM * CATCH BASIN A2B ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++++++++++++++++++++++++++++++++ »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.025000 CONSTANT STREET FLOW(CFS) = 5.09 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) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SY[MIETRICAL 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) = 10.82 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.91 PRODUCT OF DEPTH&VELOCITY = 1.39 Page 1 CB25-2B.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 6 Foreman, Inc 1152 N.Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ____________________________________________________________________________ TIME/DATE OF STUDY: 16:22 04/17/2002 ++++++++++++++++++++++++++ DESCRIPTION OF STUDY **********+*************** * BEECH AVENUE * 25 YEAR STORM * CATCH BASIN A2B ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ »»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) = 5.04 GUTTER FLOWDEPTH(FEET) = 0.34 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 14.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 15.6 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 4.7 10 Page 1 A.J C.B. #2B Worksheet for Circular Channel Project Description 0.35 Project File c:\haestad\beechl.fm2 Worksheet C.B. #213 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.158300 ft/ft Diameter 18.00 in Discharge 5.04 cfs Results Depth 0.35 ft Flow Area 0.32 ft2 Wetted Perimeter 1.52 ft Top Width 1.27 ft Critical Depth 0.86 ft Percent Full 23.45 Critical Slope 0.005791 ft/ft Velocity 15.97 ft/s Velocity Head 3.96 ft Specific Energy 4.32 ft Froude Number 5.65 Maximum Discharge 44.96 cfs Full Flow Capacity 41.79 cfs Full Flow Slope 0.002302 ft/ft Flow is supercritical. 05/14/02 FlowMaster v5.11 11:00:26 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 C.B. #2B Cross Section for Circular Channel Project Description Project File c:\haestad\beechi.fm2 Worksheet C.B. #26 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.158300 ft/ft Depth 0.35 ft Diameter 18.00 in Discharge 5.04 cfs N 05/14/02 11:00:30 AM 0.35 ft 18.00 in 1 VL H 1 NTS FlowMaster v5.11 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 SC25-5A.RES *xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx�*xx*xxxxxxxxxxx*xxxxxxx 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: 19:42 02/25/2002 ************************** DESCRIPTION OF STUDY ************************** x * Beech Avenue * To Be Constructed per Madole's Plan * Catch Basin #5A **xxx*xxxxxx*xx*xx*xxx*xxxxxxxx*xxxxxxxxx****xx**xx**xx***x**xxxxxx*xx**** *xxxxxxxxxxx*xxxxx*xxxxxxx*xxx*xx***x**xx*xx*xx*xxxxxx**xx**xx**x***x*xxx**x »»STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.030000 CONSTANT STREET FLOW(CFS) = 3.92 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) = 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) = 9.62 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.76 PRODUCT OF DEPTH&VELOCITY = 1.20 Page 1 CB25-5A.RES p 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: 19:43 02/25/2002 DESCRIPTION OF STUDY *x Beech Avenue * To Be Constructred Per Madole's Plan « ix«catch +Basin «.+«+Axx««x+++x««+x«++x«xxx+«xx«««x«+.+«+«x«+.«+++«+++«+«+«+++xx »»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) = 3.92 GUTTER FLOWDEPTH(FEET) = 0.32 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 12.00 --CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 13.0 —,CALCULATED ESTIMATED INTERCEPTION(CFS) = 3.7 0 NOTE: A 14' CATCH BASIN WILL BE CONSTRUCTED PER PLAN. 0 Page 1 0 I m O 25 `.O 73 ICO 22� OtICPcTt: DESIGN Or SPUPC CONN -CTO" PIPES FLOvli,?G FULL 0.5 0.0 0 3 0.7 — A 0.0 Co Y29H___— A n 0 11. 4 _ I. \ 6 i e i0 tea\ 2.0 `EXAMPLE: \ 15 2.5 H-1.0, 0-20, Lo{d5� USE D C W . 3.0 20 .3.5 Tc- = 2> 4.0 30 \ \ 35 5.0 40 6.0 7.0 .8.0 0.0 10.0 Cre, ch ,_gr4o A 3 f 'Pr✓�2 M � ►��� Pc. r� n 10 F-- 50 60 70 Go 90 100 free wotar aurtocc -Hyd. Brod* 11ns �,- Storm L', i e �g 2� i 2� 3� i CB25-5B.RES HYDRAULIC+ELEMENTS *{+ I}+ PROGRAM+ PACKAGE IC) Copyright 1982-2001 AdvancedEngineering Software (-es) Ver. a.0 Release Date: 01/01/2001 License ID 1277 Analysis prepared by: Ha 11 S Foreman, Inc 1152 N. Mountain AVenue, Suite 100 Upland, California 91786 (909) 982-7777 ____________________________________________________________________________ TIME/DATE OF STUDY: 16:29 04/17/2002 ++++++++++++++aaa++aa++aa+ DESCRIPTION OF STUDY * "* " ** " *++++a++aa+.+a++a * BEECH AVENUE + * 25 YEAR STORM + i+ CATCH BASIN a�++B+++++++a+++a+++++++++++++++++++++++++++++a+++++++++++++++a +++++++++++++++++++++a++aa+++++++++++a++aa++a+++++++++++++aa++++++++++++++a+ »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« _____________________________________________________________________ L N Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 5.72 GUTTER FLOWDEPTH(FEET) = 0.92 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 19.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 19.2 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 5.7 Page I L N C.B. #5B Worksheet for Circular Channel Project Description Project File c:\haestad\beechl.fm2 Worksheet C.B. #513 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.033100 ft/ft Diameter 18.00 in Discharge 5.72 cfs Results Depth 0.56 ft Flow Area 0.61 ft2 Wetted Perimeter 1.98 ft Top Width 1.45 ft Critical Depth 0.92 ft Percent Full 37.51 Critical Slope 0.006087 ft/ft Velocity 9.45 ft/s Velocity Head 1.39 ft Specific Energy 1.95 ft Froude Number 2.58 Maximum Discharge 20.56 cfs Full Flow Capacity 19.11 cfs Full Flow Slope 0.002966 ft/ft Flow is supercritical. 05/14/02 FlowMaster v5.11 11:01:08 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 C.B. #5B Cross Section for Circular Channel Avftk Project Description Project File c:\haestad\beechl.fm2 Worksheet C.B. #56 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.033100 ft/ft Depth 0.56 ft Diameter 18.00 in Discharge 5.72 cfs N] 05/14/02 11:01:11 AM 0.56 ft 18.00 in 1 VN H 1 NTS FlowMaster v5.11 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Lytle Creek Road m 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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 11:10 04/09/2002 ************************** DESCRIPTION OF STUDY ************************** * LYTLE CREEK ROAD * * CATCH BASIN #4A ************************************************************************** **************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.026000 CONSTANT STREET FLOW(CFS) = 2.93 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) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 ----CONSTANT USYMMETRICAL GUTTER=HIKE(FEET)E, AN 12500 THEN SPLITS ----- ---- -- 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) = 8.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.33 PRODUCT OF DEPTH&VELOCITY = 1.00 O Page 1 CB25-4A.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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 11:12 04/09/2002 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- +***+*********:**++**+++*+ DESCRIPTION OF STUDY ++++++++*+*+*+++++++++*+++ * LYTLE CREEK ROAD + + * CATCH BASIN #4A ++++++++++++++++++++*+++*+++++++++***+**+*+*+++++++++++++++++++**+**+++++* ++++++++++++++++++++++++++++++++*++*+**+++++++++*+++++++++++++++++++++++++++ >>>>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) = 2.93 GUTTER FLOWDEPTH(FEET) = 0.30 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 10.00 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 10.4 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 2.9 P [, Page 1 C.B. #4A Worksheet for Circular Channel ldwwk Project Description Project File c:\haestad\lytle.fm2 Worksheet C.B. #4A Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0. 14 0000 ft/ft Diameter 18.00 in Discharge 2.93 cfs Results Depth 0.28 ft Flow Area 0.22 ft2 Wetted Perimeter 1.33 ft Top Width 1.16 ft Critical Depth 0.65 ft Percent Full 18.48 Critical Slope 0.005115 ft/ft Velocity 13.05 ft/s Velocity Head 2.65 ft Specific Energy 2.92 ft Froude Number 5.24 Maximum Discharge 42.28 cfs Full Flow Capacity 39.30 cfs Full Flow Slope 0.000778 ft/ft Flow is supercritical. 05/14/02 FlowMaster v5.11 11:21:26 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 C.B. #4A Cross Section for Circular Channel Project Description Project File c:\haestad\lytle.fm2 Worksheet C.B. #4A Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.140000 ft/ft Depth 0.28 ft Diameter 18.00 in Discharge 2.93 cfs N Cil 05114/02 11:21:31 AM 0.28 ft 18.00 in 1 VN H 1 NTS FlowMaster v5.11 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 SC25-BARES ++a>a+aaaa++»»a»»»»x»x»»x»»»»»»»+»»a»»x»»+a»»aaaa»>»+>+aaaaa+»++»»a»»»»+»»» HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 AdvancedEngineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc. 1152 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ___________________________________________________________ TIME/DATE OF STUDY: 08:35 05/14/2002 ------------ ___________________________________________ ___________________________________________ +++++++++++++++++++++xxxx> DESCRIPTION OF STUDY axxx++++++++++++++++++++++ * LYTLE CREEK ROAD " * EX. CATCH BASIN * CATCH HASIN #8A " »»STREETFLOW MODEL INPUT INFORMATION« < CONSTANT STREET GRADE(FEET/FEET) = 0.019500 CONSTANT STREET FLOW(CFS) = 3.50 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 CROSSFALLI DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 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 EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: ________________________________________________ STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.52 PRODUCT OF DEPTH&VELOCITY = 0.70 --------------------------- Page 1 CB25-8A.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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 08:38 05/14/2002 +>x+++++««««++++++++++++++ DESCRIPTION OF STUDY +++» »++++++++++«++++>+++ x LYTLE CREEK ROAD + x EX. CATCH BASIN + x CATCH BASIN #8A + --SUMP TYPE BASIN INPUT INFORMATION— < ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 3.50 BASIN OPENING(FEET) = 0.83 DEPTH OF WATER(FEET) = 0.28 --CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 7.65 Page 1 SC25-19A.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: 16:18 02/25/2002 ************************** DESCRIPTION OF STUDY ************************** * Lytle Creek Road * * * Catch Basin #19A **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.026000 CONSTANT STREET FLOW(CFS) = 2.61 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) = 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) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.15 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.34 PRODUCT OF DEPTH&VELOCITY = 0.97 D Page 1 CB25-19A.RES +++++x++++xxxxxx+++++++++++x+xxxxxx+xxx+x++x++x+xxx+x+xx+++x++++++++++++xxxx 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: 16:19 02/25/2002 xxx xxxxxxxxxx x+ +xx+x+x DESCRIPTION OF STUDY ***xxxxxxxxxx xx xxxxxxx xx xx * Lytle Creek Road * Catch Basin p19A xxxxxxxxxx+x+++xxxxxx+xxx+xxx+x xxxxxxxxxx xxxxxxxxxxxxxxxx+xxrxxxxx+xxx+xxx ++++++++++++ + ++++++x+x+xxxxxxxxx+xxxxxxxxxx+++++++xx+xxxx+++++xxxx++++++++ —>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) = 2.61 GUTTER FLOWDEPTH(FEET) = 0.29 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 9.00 --CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 9.6 --CALCULATED ESTIMATED INTERCEPTION(CFS) = 2.5 NOTE: A 10' CATCH BASIN WILL BE CONSTRUCTED PER PLAN. Page 1 C.B. #19A Worksheet for Circular Channel Results Project Description 0.25 Project File c:\haestad\lytle.fm2 Worksheet C.B. #19A Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Critical Depth Input Data ft Percent Full Mannings Coefficient 0.013 Channel Slope 0.161700 ft/ft Diameter 18.00 in Discharge 2.61 cfs Results Depth 0.25 ft Flow Area 0.20 ft2 Wetted Perimeter 1.27 ft Top Width 1.12 ft Critical Depth 0.61 ft Percent Full 16.86 Critical Slope 0.005045 ft/ft Velocity 13.26 ft/s Velocity Head 2.73 ft Specific Energy 2.99 ft Froude Number 5.59 Maximum Discharge 45.44 cfs Full Flow Capacity 42.24 cfs Full Flow Slope 0.000617 ft/ft Flow is supercritical. LM 05/14/02 FlowMaster v5.11 11:22:54 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 11 C.B. #19A Cross Section for Circular Channel Project Description 0.013 Project File c:\haestad\lytle.fm2 Worksheet C.B. #19A Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.161700 ft/ft Depth 0.25 ft Diameter 18.00 in Discharge 2.61 cfs 0.25 ft 18.00 in 1 v H 1 NTS 05/14/02 FlowMaster v5.11 11:22:58 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 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: 17:38 02/25/2002 ************************** DESCRIPTION OF STUDY ************************** * Lytle Creek Road * * * Catch Basin #21A **************************************************************************** »» STREETFLOW MODEL INPUT INFORMATION«« --------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 1.83 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) = 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) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.64 PRODUCT OF DEPTH&VELOCITY = 0.73 D C Page 1 CB25-21A.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: 17:39 02/25/2002 ************************** DESCRIPTION OF STUDY ************************** * * Lytle Creek Road * Catch Basin #21A **************************************************************************** »»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) = 1.83 GUTTER FLOWDEPTH(FEET) = 0.28 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 6.50 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 7.0 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 1.7 Page 1 C.B. #21 A Worksheet for Circular Channel Project Description Project File c:\haestad\lytle.fm2 Worksheet C.B. #21A Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.077500 ft/ft Diameter 18.00 in Discharge 1.83 cfs Results Depth 0.25 ft Flow Area 0.20 ft2 Wetted Perimeter 1.27 ft Top Width 1.13 ft Critical Depth 0.51 ft Percent Full 16.96 Critical Slope 0.004925 ft/ft Velocity 9.22 ft/s Velocity Head 1.32 ft Specific Energy 1.57 ft Froude Number 3.87 Maximum Discharge 31.45 cfs Full Flow Capacity 29.24 cfs Full Flow Slope 0.000304 ft/ft Flow is supercritical. FlowMaster v5.11 05/14/02Pae 1 of 1 11:26:24 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755 1666 9 C. B. #21 A Cross Section for Circular Channel Amok �ilr✓ Project Description Project File c:\haestad\lytle.fm2 Worksheet C.B. #21A Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.077500 ft/ft Depth 0.25 ft Diameter 18.00 in Discharge 1.83 cfs N 05/14/02 11:26:33 AM 0.25 ft 18.00 in 1� V H 1 NTS FlowMaster v5.11 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 SC25-25A.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 5 Foreman, Inc. 1152 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 __________________________________ __---__-__-_____-_________ TIME/DATE OF STUDY: 16:50 04/03/2002 +++++++>+++++++++++x++»xx DESCRIPTION OF STUDY +++x + LYTLE CREEK ROAD + + CATCH BASIN #25A + » »STREETFLOW MODEL INPUT INFORMATION-- CONSTANT NFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.019500 CONSTANT STREET FLOW(CFS) = 2.38 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 SYtM7ETRICAL CURB HEIGHT(FEET) = 0.67 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) = 0.29 14ALFSTREET FLOOD WIDTH(FEET) = 8.15 AVERAGE FLOW VELOC ITY (FEET/SEC.) = 3.04 PRODUCT OF DEPTH&VELOCITY = 0.88 Page 1 CB25-25A.RES xxxxxxxxxxxxxxxxxx++xx+x+xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx+x++++xxxxxxx++++ 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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ___________________________________________________ TIME/DATE OF STUDY: 16:53 09/03/2002 + +++++++++++++xxxxxx+++++ DESCRIPTION OF STUDY * LYTLE CREEK ROAD * CATCH BASIN #25A " ++x++++x++xxxxxxx+xx+xxx+++x+x+xx xxxxxx++xxxx+++++++++++++++++++++++++++++ +xx++++x+++++x+++xxxx x+++++++++++xxx xx x+x+xxxxx++xxxxxx++x++x+x++++++++x+x++ »»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) = 2.38 GUTTER FLOWDEPTH(FEET) = 0.29 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 7.00 —,CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 8.7 --CALCULATED ESTIMATED INTERCEPTION(CFS) = 2.1 0 NOTE: A 7' CATCH BASIN WILL BE CONSTRUCTED PER PLAN. Page 1 LATERAL B-1 (C.B. #25A) Worksheet for Circular Channel Project Description `�✓ Project File c:\haestad\lytle.fm2 Worksheet LATERAL B-1 (C.B. #25A) Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth A Input Data Mannings Coefficient 0.013 Channel Slope 0.102000 ft/ft Diameter 18.00 in Discharge 2.38 cfs Results Depth 0.27 ft Flow Area 0.22 ft2 Wetted Perimeter 1.32 ft Top Width 1.15 ft Critical Depth 0.58 ft Percent Full 18.03 Critical Slope 0.005002 ft/ft Velocity 10.97 ft/s Velocity Head 1.87 ft Specific Energy 2.14 ft Froude Number 4.46 Maximum Discharge 36.09 cfs Full Flow Capacity 33.55 cfs Full Flow Slope 0.000513 ft/ft Flow is supercritical. 04/23/02 FlowMaster v5.11 08:46:23 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 LATERAL B-1 (C.B. #25A) Cross Section for Circular Channel Project Description Project File c:\haestad\lytie.fm2 Worksheet LATERAL B-1 (C.B. #25A) Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.102000 ft/ft Depth 0.27 ft Diameter 18.00 in Discharge 2.38 cfs 0.27 ft 18.00 in 1 V N H 1 NTS 04/23/02 FlowMaster v5.11 08:46:28 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 LATERAL B-5 Worksheet for Circular Channel 05/14/02 FlowMaster v5.11 11:39:19 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Project Description Project File c:\haestad\lytle.fm2 Worksheet LATERAL B-5 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.014700 ft/ft Diameter 42.00 in Discharge 45.00 cfs Results Depth 1.47 ft Flow Area 3.84 ft2 Wetted Perimeter 4.94 ft Top Width 3.46 ft Critical Depth 2.09 ft Percent Full 42.04 Critical Slope 0.004484 ft/ft Velocity 11.72 ft/s Velocity Head 2.13 ft Specific Energy 3.61 ft Froude Number 1.96 Maximum Discharge 131.21 cfs Full Flow Capacity 121.98 cfs Full Flow Slope 0.002001 ft/ft Flow is supercritical. 05/14/02 FlowMaster v5.11 11:39:19 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 LATERAL B-5 Cross Section for Circular Channel Project Description Project File c:\haestad\lytle.fm2 Worksheet LATERAL B-5 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth N Section Data Mannings Coefficient 0.013 Channel Slope 0.014700 ft/ft Depth 1.47 ft Diameter 42.00 in Discharge 45.00 cfs 1.47 ft 42.00 in 1 VD H 1 NTS FlowMaster v5.11 05/14/02 Pae 1 of 1 11:39:24 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 9 LATERAL B-6 Worksheet for Circular Channel Project Description �+ Project File c:\haestad\fmw\02148.fm2 Worksheet LATERAL B-6 Flow Element Circular Channel Method Manning's Formula Solve For Channel Diameter Input Data Mannings Coefficient 0.013 Channel Slope 0.005000 ft/ft Depth 2.00 ft Discharge 19.00 cfs Results Diameter 24.95 in Flow Area 3.35 ftz Wetted Perimeter 5.71 ft Top Width 0.80 ft Critical Depth 1.56 ft Percent Full 96.18 Critical Slope 0.006929 ft/ft Velocity 5.67 ft/s Velocity Head 0.50 ft Specific Energy 2.50 ft Froude Number 0.49 Maximum Discharge 19.09 cfs Full Flow Capacity 17.75 cfs Full Flow Slope 0.005731 ft/ft Flow is subcritical. C 04/23/02 08:27:54 AM FlowMaster v5.15 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 LATERAL B-6 Cross Section for Circular Channel Project Description Project File c:\haestad\fmw\02148.fm2 Worksheet LATERAL B-6 Flow Element Circular Channel Method Manning's Formula Solve For Channel Diameter Section Data Mannings Coefficient 0.013 Channel Slope 0.005000 ft/ft Depth 2.00 ft Diameter 24.95 in Discharge 19.00 cfs N A 2.00 ft 24.95 in 1 VD H 1 NTS FlowMaster v5.15 04/23/02 08:27:59 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 LATERAL B-7 Worksheet for Circular Channel N 04/23/02 FlowMaster v5.11 08:25:28 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Project Description Project File c:\haestad\lytle.fm2 Worksheet LATERAL B-7 Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Diameter Input Data Mannings Coefficient 0.013 Channel Slope 0.005000 ft/ft Discharge 53.00 cfs Results Depth 37.6 in Diameter 37.61 in Flow Area 7.72 ft2 Wetted Perimeter 9.85 ft Top Width 0.00 ft Critical Depth 2.35 ft Percent Full 100.00 Critical Slope 0.006044 ft/ft Velocity 6.87 ft/s Velocity Head 0.73 ft Specific Energy FULL ft Froude Number FULL Maximum Discharge 57.01 cfs Full Flow Capacity 53.00 cfs Full Flow Slope 0.005000 ft/ft N 04/23/02 FlowMaster v5.11 08:25:28 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 LATERAL B-7 Cross Section for Circular Channel Project Description Project File c:\haestad\lytle.fm2 Worksheet LATERAL B-7 Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Diameter N 11 Section Data Mannings Coefficient 0.013 Channel Slope 0.005000 ft/ft Depth 37.6 in Diameter 37.61 in Discharge 53.00 cfs 137.6 in 37.61 in 1 VD H 1 NTS 04/23/02 FlowMaster v5.11 08:25:40 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Curtis Avenue SC25-3A.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: 13:29 02/25/2002 ************************** DESCRIPTION OF STUDY ************************** * Curtis Avenue * * Catch Basin #3A »»STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.007000 CONSTANT STREET FLOW(CFS) = 1.79 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) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 ----FLOW-ASSUMED-TO-FILL===========-=======================-=-============== STREET-ON-ONE- - - - SIDE_ANDTHENSPLITS 4.1 ---- ----------- --- STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.75 PRODUCT OF DEPTH&VELOCITY = 0.55 Ell Page 1 CB25-3A.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: 13:34 02/25/2002 ************************** DESCRIPTION OF STUDY ************************** * Curtis Avenue * * Catch Basin #3A **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« ---------------------------------------------------------------------------- C Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 1.79 GUTTER FLOWDEPTH(FEET) = 0.32 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 4.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 5.9 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 1.4 Page 1 LATERAL C-1 (C.B. #3A) Worksheet for Circular Channel N 04/16/02 FlowMaster v5.11 01:58:32 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Project Description Project File untitled.fm2 Worksheet LATERAL C-1 (C.B. #3A) Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.492000 ft/ft Diameter 18.00 in Discharge 1.79 cfs Results Depth 0.16 ft Flow Area 0.10 ft2 Wetted Perimeter 1.00 ft Top Width 0.93 ft Critical Depth 0.50 ft Percent Full 10.75 Critical Slope 0.004921 ft/ft Velocity 17.51 ft/s Velocity Head 4.76 ft Specific Energy 4.92 ft Froude Number 9.30 Maximum Discharge 79.25 cfs Full Flow Capacity 73.68 cfs Full Flow Slope 0.000290 ft/ft Flow is supercritical. N 04/16/02 FlowMaster v5.11 01:58:32 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 LATERAL C-1 (C.B. #3A) Cross Section for Circular Channel Project Description Project File untitled.fm2 Worksheet LATERAL C-1 (C.B. #3A) Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.492000 ft/ft Depth 0.16 ft Diameter 18.00 in Discharge 1.79 cfs @4 N 04/16/02 01:58:48 PM 0.16 ft 18.00 in 1 N V H 1 NTS FlowMaster v5.11 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 SC25-3B.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: 13:36 02/25/2002 ************************** DESCRIPTION OF STUDY ************************** * Curtis Avenue * * Catch Basin #3B ************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.007000 CONSTANT STREET FLOW(CFS) = 1.39 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) = 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) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.75 PRODUCT OF DEPTH&VELOCITY = 0.51 x Page 1 CB25-3B.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: 13:36 02/25/2002 ************************** DESCRIPTION OF STUDY ************************** * Curtis Avenue * * Catch Basin #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) = 1.39 GUTTER FLOWDEPTH(FEET) = 0.29 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 4.00 AWk >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 5.1 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 1.2 Page 1 C.B. #3B Worksheet for Circular Channel @4 N Input Data Mannings Coefficient 0.013 Channel Slope 0.289700 ft/ft Diameter 18.00 in Discharge 1.39 cfs Results Depth 0.16 Project Description Flow Area Project File c:\haestad\curtisc.fm2 Worksheet C.B. #36 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth @4 N Input Data Mannings Coefficient 0.013 Channel Slope 0.289700 ft/ft Diameter 18.00 in Discharge 1.39 cfs Results Depth 0.16 ft Flow Area 0.10 ft2 Wetted Perimeter 1.01 ft Top Width 0.93 ft Critical Depth 0.44 ft Percent Full 10.81 Critical Slope 0.004903 ft/ft Velocity 13.48 ft/s Velocity Head 2.82 ft Specific Energy 2.99 ft Froude Number 7.14 Maximum Discharge 60.82 cfs Full Flow Capacity 56.54 cfs Full Flow Slope 0.000175 ft/ft Flow is supercritical. 05/14/02 FlowMaster v5.11 11:47:42 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 M N N C.B. #3B Cross Section for Circular Channel Project Description 0.013 Project File c:\haestad\curtisc.fm2 Worksheet C.B. #36 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.289700 ft/ft Depth 0.16 ft Diameter 18.00 in Discharge 1.39 cfs 05/14/02 11:47:51 AM 0.16 ft 18.00 in 1N V H 1 NTS FlowMaster v5.11 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 SC25-18A.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: 00:25 04/17/2002 ************************** DESCRIPTION OF STUDY ************************** * CURTIS AVENUE * * CATCH BASIN #18A **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.012000 CONSTANT STREET FLOW(CFS) = 1.99 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) = 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) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.87 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.20 PRODUCT OF DEPTH&VELOCITY = 0.67 D 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: 00:27 04/17/2002 ************************** DESCRIPTION OF STUDY ************************** * CURTIS AVENUE ' * * 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) = 1.99 GUTTER FLOWDEPTH(FEET) = 0.30 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 4.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 7.0 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 1.4 Page 1 M N C.B. #18A Worksheet for Circular Channel Project Description 0.22 Project File c:\haestad\curtisc.fm2 Worksheet C.B. #18A Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.085000 ft/ft Diameter 18.00 in Discharge 1.40 cfs Results Depth 0.22 ft Flow Area 0.16 ft2 Wetted Perimeter 1.17 ft Top Width 1.06 ft Critical Depth 0.44 ft Percent Full 14.56 Critical Slope 0.004903 ft/ft Velocity 8.79 ft/s Velocity Head 1.20 ft Specific Energy 1.42 ft Froude Number 4.00 Maximum Discharge 32.94 cfs Full Flow Capacity 30.62 cfs Full Flow Slope 0. 000 178 ft/ft Flow is supercritical. 05/14/02 FlowMaster v5.11 11:50:32 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 M LNJ C.B. #18A Cross Section for Circular Channel Project Description 0.013 Project File c:\haestad\curtisc.fm2 Worksheet C.B. #18A Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.085000 ft/ft Depth 0.22 ft Diameter 18.00 in Discharge 1.40 cfs 05/14/02 11:50:39 AM 0.22 ft 18.00 in 1� V H 1 NTS FlowMaster v5.11 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 I SC25-18B.RES x*xxxxxxx+xxx**xxxxx*x+xxx+x+x+*+x*+*+++x+*++++++*+++.+++*+++**++***+*++++*+ 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: 16:16 02/25/2002 ____________________________ x x+xxxxx*++**+*+***+ DESCRIPTION OF STUDY xxxxx:xx*xxxxxxxxxxxx+xxxx **Curtis Avenue * Catch Basin #18B xx+xxxxx xxxxxxxxxxxxxxxx+x*xxxxxxxxxxxxxxxxxxxxxxx+xxxxx++xxxxxx*xxx:xxxxx xxxxxxxxxxxxxxxxxxrxxxxxxxxxxxxxxx xxxxxxxx »»STREETFLOW MODEL INPUT INFORMATION -- CONSTANT STREET GRADE(FEET/FEET) = 0.012000 CONSTANT STREET FLOW(CFS) = 1.65 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) = 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) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.08 PRODUCT OF DEPTH&VELOCITY = 0.60 Page 1 CB25-18B.RES ++++++>x*+++++++* HYDRAULICx ELEMENTS +»>Ix> PROGRAMx PACKAGE++++xxx+++++++++++++ (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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ----------------------- ___-___ _--___-----___-------_____--_- TIME/DATE OF STUDY: 10:05 04/04/2002 +x»> +>x> ++>»»>x++++ DESCRIPTION OF STUDY *xx++++»>xxxxx+»»xxxxxxxx * CURTISxAVNEUE * CATCH BASIN #18B ' +»»»»xxxx»xxx+»++»>+++xx+x+»>x x>»xxxx+xx»»x>x++x»»x+»+»x»xxx>xxxx xxxx»x>»»»>xxxx++++»»»xxx»xxxxxx+x+xx»x»x+xxx+»xxx»»>xxx»>xxx>rxxx»x »»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) = 1.65 GUTTER FLOWDEPTH(FEET) = 0.29 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 4.00 —>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 6.0 --CALCULATED ESTIMATED INTERCEPTION(CFS) = 1.3 ASW Page 1 N N C.B. #1813 Worksheet for Circular Channel Project Description 0.24 Project File c:\haestad\curtisc.fm2 Worksheet C.B. #1813 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.085800 ft/ft Diameter 18.00 in Discharge 1.65 cfs Results Depth 0.24 ft Flow Area 0.18 ft2 Wetted Perimeter 1.22 ft Top Width 1.09 ft Critical Depth 0.48 ft Percent Full 15.73 Critical Slope 0.004911 ft/ft Velocity 9.26 ft/s Velocity Head 1.33 ft Specific Energy 1.57 ft Froude Number 4.04 Maximum Discharge 33.10 cfs Full Flow Capacity 30.77 cfs Full Flow Slope 0.000247 ft/ft Flow is supercritical. 05/14/02 FlowMaster v5.11 11:51:38 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 C.B. #1813 Cross Section for Circular Channel Project Description Project File c:\haestad\curtisc.fm2 Worksheet C.B. #1813 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.085800 ft/ft Depth 0.24 ft Diameter 18.00 in Discharge 1.65 cfs N 05/14/02 11:51:44 AM 0.24 ft 18.00 in 1N V H 1 NTS FlowMaster v5.11 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Sierra Lakes Parkway M N e SC25-6A.RES HYDRAULI Cx 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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ____________________________________________________________________________ TIME/DATE OF STUDY: 10:10 04/04/2002 ++ + ++ +++ +xxx DESCRIPTION OF STUDY ++xx x+x+xx++xx+xx++«+++xxx« xx x++xxx xx + xx+ + SIERRA LAKES PARKWAY x + CATCH BASIN #6A + + x +xxxxxxx xxx++xxx+xx.xx+++xxx+xxx+xx+:++++xxxx>++++xx+xx+++++xxx+ x+xxxxxx+x+x+xxxxxxxxxxxxxx+xxxxxxx+xxx+xxx+xx++++++xx++++xxx+x++++++xx+xx++ »»STREETFLOW MODEL INPUT INFORMATION-- ____________________________________________________________________________ CONSTANT STREET GRADE(FEET/FEET) = 0.022000 CONSTANT STREET FLOW(CFS) = 1.79 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) = 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) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.21 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.80 PRODUCT OF DEPTH&VELOCITY = 0.76 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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 10:15 04/04/2002 x +++++++ +++ ++ ++++x DESCRIPTION OF STUDY * SIERRA LAKES PARKWAY * CATCH BASIN RGA »»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) = 1.79 GUTTER FLOWDEPTH(FEET) = 0.27 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 7.00 ,—CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 7.1 --CALCULATED ESTIMATED INTERCEPTION(CFS) = 1.8 N 1 Page 1 C.B. #6A Worksheet for Circular Channel Project Description Project File c:\haestad\sierra.fm2 Worksheet C.B. #6A Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth NJ N Input Data Mannings Coefficient 0.013 Channel Slope 0.127600 ft/ft Diameter 18.00 in Discharge 1.80 cfs Results Depth 0.22 ft Flow Area 0.16 ft2 Wetted Perimeter 1.19 ft Top Width 1.07 ft Critical Depth 0.50 ft Percent Full 14.90 Critical Slope 0.004922 ft/ft Velocity 10.93 ft/s Velocity Head 1.86 ft Specific Energy 2.08 ft Froude Number 4.91 Maximum Discharge 40.36 cfs Full Flow Capacity 37.52 cfs Full Flow Slope 0.000294 ft/ft Flow is supercritical. FlowMaster v5.11 05/14/02 11:54:34 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 C.B. #6A Cross Section for Circular Channel Section Data Mannings Coefficient 0.013 Channel Slope Project Description Depth Project File c:\haestad\sierra.fm2 Worksheet C.B. NA Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.127600 ft/ft Depth 0.22 ft Diameter 18.00 in Discharge 1.80 cfs 05/14/02 11:54:38 AM 0.22 ft 18.00 in 1 N V H 1 NTS FlowMaster v5.11 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 SC25-68.RES HYDRAULICELEMENTS - 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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 __________________________________________________ _______ TIME/DATE OF STUDY: 10:32 04/04/2002 --------------- ++ ++.........I ... **x*xx+* DESCRIPTION OF STUDY * SIERRA LAKES PARKWAY * CATCH BASIN q6B +xxx.xxx xx.x.+x+xxxx+x+x+x+++xx+xxxxxxxxxxxxxxxxxxxxxxx+++++++xxxxxxxxxxxx **xxxxxxxx+++++++++*+++++++++xxrxxxxxxxxx+ » »STREETFLOW MODEL INPUT INFORMATION« « CONSTANT STREET GRADE(FEET/FEET) = 0.022000 CONSTANT STREET FLOW(CFS) = 1.85 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) = 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) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.21 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.90 PRODUCT OF DEPTH&VELOCITY = 0.78 Page I CB25-6B.RES +x+++++++++++x+++xx+++++++++++++xxxxxxx 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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 __________________________________________________ ______-___ TIME/DATE OF STUDY: 10:33 04/04/2002 ++++ +++++++++xxx++++++xxx DESCRIPTION OF STUDY ++++++++++++++++++xx+++xrx + SIERRA LAKES PARKWAY + + CATCH BASIN #6B + +++++++++++x+xxxxxx+x+xx++++xxx++++++++x+x+++++++++xx+++x+x+++++++++++++++++ »»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) = 1.85 GUTTER FLOWDEPTH(FEET) = 0.27 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 7.00 --CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 7.3 --CALCULATED ESTIMATED INTERCEPTION(CFS) = 1.8 @4 Page 1 C.B. #6B Worksheet for Circular Channel L 05/14/02 FlowMaster v5.11 12:02:03 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Project Description Project File c:\haestad\sierra.fm2 Worksheet C.B. #613 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.049600 ft/ft Diameter 18.00 in Discharge 1.80 cfs Results Depth 0.28 ft Flow Area 0.23 ft2 Wetted Perimeter 1.34 ft Top Width 1.17 ft Critical Depth 0.50 ft Percent Full 18.77 Critical Slope 0.004922 ft/ft Velocity 7.84 ft/s Velocity Head 0.95 ft Specific Energy 1.24 ft Froude Number 3.12 Maximum Discharge 25.16 cfs Full Flow Capacity 23.39 cfs Full Flow Slope 0.000294 ft/ft Flow is supercritical. L 05/14/02 FlowMaster v5.11 12:02:03 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 C.B. #6B Cross Section for Circular Channel Project Description Project File c:\haestad\sierra.fm2 Worksheet C.B. #613 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.049600 ft/ft Depth 0.28 ft Diameter 18.00 in Discharge 1.80 cfs �id 05/14/02 12:02:14 PM 0.28 ft 18.00 in 1 V N H 1 NTS FlowMaster v5.11 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 w SC25-16A.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 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 _______-__________________________________________ TIME/DATE OF STUDY: 10:37 04/04/2002 +x+++++++++++++++++++++x+x DESCRIPTION OF STUDY ****+*******++xx++++xx+xxx * SIERRA LAKES PARKWAY * CATCH BASIN #16A »»STREETFLOW MODEL INPUT INFORMATION «« CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 1.48 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) = 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) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.02 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.59 PRODUCT OF DEPTH&VELOCITY = 0.49 Page 1 CB25-16A.RES +++++++++++++++++x+x+++>+x>»+>++++++++++>xxxxxx++++++++++xx»>+»++x+++++++ 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 6 Foreman, Inc. 1152 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ---_-------------------------------- _-___ TIME/DATE OF STUDY: 12:13 05/14/2002 +++++>++++xx++++++++++++++ DESCRIPTION OF STUDY +xx+++++++++++++++++++++++ SIERRA LAKES PARKWAY CATCH BASIN p16A --SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 1.48 BASIN OPENING(FEET) = 0.83 DEPTH OF WATER(FEET) = 0.31 --CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.78 N Page 1 C.B. #16A Worksheet for Circular Channel Results Project Description 0.24 Project File c:\haestad\sierra.fm2 Worksheet C.B. #16A Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Critical Depth Input Data ft Percent Full Mannings Coefficient 0.013 Channel Slope 0.068500 ft/ft Diameter 18.00 in Discharae 1.48 cfs Results Depth 0.24 ft Flow Area 0.18 ftz Wetted Perimeter 1.22 ft Top Width 1.09 ft Critical Depth 0.46 ft Percent Full 15.76 Critical Slope 0.004904 ft/ft Velocity 8.29 ft/s Velocity Head 1.07 ft Specific Energy 1.30 ft Froude Number 3.61 Maximum Discharge 29.57 cfs Full Flow Capacity 27.49 cfs Full Flow Slope 0.000199 fvft Flow is supercritical. 05/14/02 FlowMaster v5.11 12:15:11 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 C.B. #16A Cross Section for Circular Channel Project Description Project File c:\haestad\sierra.fm2 Worksheet C.B. #16A Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.068500 ft/ft Depth 0.24 ft Diameter 18.00 in Discharge 1.48 cfs N 05/14/02 12:15:15 PM 0.24 ft 18.00 in 1 VN H 1 NTS FlowMaster v5.11 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 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: 16:24 02/25/2002 ************************** DESCRIPTION OF STUDY ************************** * Sierra Lakes Parkway * Catch Basin #20A ' »»STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 2.82 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) = 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) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.02 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.03 PRODUCT OF DEPTH&VELOCITY = 0.93 0 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 6 Foreman, Inc 1152 N.Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ------------------------------------------------------------------------- -- TIME/DATE OF STUDY: 16:25 02/25/2002 » ++x+ +++++ +++++++ DESCRIPTION OF STUDY ++++++»+++++++++++++»++»++ * Sierra Lakes Parkway * Catch Basin 120A x»x»xx»xxxxxxxxx+x » »»»»xxxxxxrrxxxxxxxxx x»»»»rxxxx»x»»»»»x»x++xxxx »»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) = 2.82 GUTTER FLOWDEPTH(FEET) 0.31 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 9.00 --CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 9.6 --CALCULATED ESTIMATED INTERCEPTION(CFS) = 2.7 0 NOTE: A 10' CATCH BASIN WILL BE CONSTRUCTED PER PLAN. Le Page 1 C.B. #20A Worksheet for Circular Channel 05/14/02 FlowMaster v5.11 12:15:47 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 ilrrr Project Description Project File c:\haestad\sierra.fm2 Worksheet C.B. #20A Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.103400 ft/ft Diameter 18.00 in Discharge 2.82 cfs Results Depth 0.29 ft Flow Area 0.24 ft2 Wetted Perimeter 1.37 ft Top Width 1.19 ft Critical Depth 0.64 ft Percent Full 19.53 Critical Slope 0.005090 ft/ft Velocity 11.59 ft/s Velocity Head 2.09 ft Specific Energy 2.38 ft Froude Number 4.52 Maximum Discharge 36.33 cfs Full Flow Capacity 33.78 cfs Full Flow Slope 0.000721 ft/ft Flow is supercritical. 05/14/02 FlowMaster v5.11 12:15:47 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 N C.B. #20A Cross Section for Circular Channel Project Description Project File c:\haestad\sierra.fm2 Worksheet C.B. #20A Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.103400 ft/ft Depth 0.29 ft Diameter 18.00 in Discharge 2.82 cfs 0.29 ft 18.00 in 1L V H 1 NTS 05/14/02 FlowMaster v5.11 12:15:50 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 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: 16:36 02/25/2002 ************************** DESCRIPTION OF STUDY ************************** * Sierra Lakes Parkway * * * Catch Basin #20B ************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.020000 CONSTANT STREET FLOW(CFS) = 2.97 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 90.00 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) = 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 ow -_-- - STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.02 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.19 PRODUCT OF DEPTH&VELOCITY = 0.98 -------------- 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, Inc 1152 N. Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 16:37 02/25/2002 ************************** DESCRIPTION OF STUDY ************************** * Sierra Lakes Parkway * * Catch Basin #20B »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« ---------------------------------------------------------------------------- O Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 2.97 GUTTER FLOWDEPTH(FEET) = 0.31 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 10.00 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 10.1 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 2.9 Page 1 C.B. #2013 Worksheet for Circular Channel N r� Input Data Mannings Coefficient 0.013 Channel Slope 0.055400 ft/ft Diameter 18.00 in Discharge 2.97 cfs Results Project Description 0.35 Project File c:\haestad\sierra.fm2 Worksheet C.B. #206 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth N r� Input Data Mannings Coefficient 0.013 Channel Slope 0.055400 ft/ft Diameter 18.00 in Discharge 2.97 cfs Results Depth 0.35 ft Flow Area 0.31 ft2 Wetted Perimeter 1.51 ft Top Width 1.27 ft Critical Depth 0.66 ft Percent Full 23.40 Critical Slope 0.005124 ft/ft Velocity 9.44 ft/s Velocity Head 1.38 ft Specific Energy 1.74 ft Froude Number 3.34 Maximum Discharge 26.59 cfs Full Flow Capacity 24.72 cfs Full Flow Slope 0.000800 ft/ft Flow is supercritical. 05/14/02 FlowMaster v5.11 12:16:28 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 C.B. #2013 Cross Section for Circular Channel rProject Mannings Coefficient Description Channel Slope Project File c:\haestad\sierra.fm2 Worksheet C.B. #2013 Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.055400 ft/ft Depth 0.35 ft Diameter 18.00 in Discharge 2.97 cfs 0.35 ft 1 VD H 1 NTS 18.00 in 05/14/02 FlowMaster v5.11 12:16:32 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Hydraulic Calculations N X Line "A" (Beech Avenue) DATE: 4/18/2002 F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS HEADING LINE NO 2 IS - MAINLINE "A" (BEECH AVENUE) HEADING LINE NO 3 IS - INPUT/OUTPUT FILE: 02148A.INP/OUT m Ro m TIME: 19:19 AlMlk WATER SURFACE F0515P PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE 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 42 4 3.50 CD 57 4 4.75 CD 60 4 5.00 m 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 SELEV 16157.89 1463.27 60 1467.41 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 16251.07 1465.42 60 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 16320.00 1468.53 60 0.013 0.00 59.57 0.00 1 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 16356.31 1469.03 60 0.013 0.00 0.00 0.00 0 ELEMENT NO 5 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 04 INVERT -3 INVERT -4 PHI 3 PHI 4 16360.31 1469.09 60 30 0 0.013 34.4 0.0 1470.35 0.00 30.00 0.00 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 16381.74 1469.38 60 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 17039.13 1478.51 60 0.013 0.00 0.00 0.00 1 ELEMENT NO 8 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 03 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 17049.13 1478.65 60 30 0 0.013 46.3 0.0 1479.41 0.00 30.00 0.00 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 17083.06 1479.12 60 0.013 0.00 0.00 0.00 0 ELEMENT NO 10 IS A TRANSITION U/S DATA STATION INVERT SECT N 17089.06 1479.16 42 0.013 ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 17123.40 1479.88 42 0.013 0.00 0.00 0.00 0 ELEMENT NO 12 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 17127.40 1479.96 42 18 0 0.013 1.0 0.0 1480.88 0.00 55.00 0.00 ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 18012.44 1498.64 42 0.013 0.00 0.00 0.00 2 ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 18087.35 1500.24 42 0.013 0.00 0.00 0.00 0 ELEMENT NO 15 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 18091.35 1500.33 42 24 0 0.013 1.0 0.0 1500.24 0.00 45.00 0.00 ELEMENT NO 16 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 18286.16 1504.58 42 0.013 0.00 0.00 0.00 0 ELEMENT NO 17 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 18290.82 1504.64 42 0.013 0.00 0.00 0.00 1 ELEMENT NO 18 IS A REACH ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 18350.00 1505.38 42 0.013 0.00 0.00 0.00 0 ELEMENT NO 19 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 18354.00 1505.43 42 24 0 0.010 13.4 0.0 1506.13 0.00 64.00 0.00 ELEMENT NO 20 IS A REACH ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 18536.59 1507.71 42 0.013 0.00 36.00 0.00 0 ELEMENT NO 21 IS A REACH ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 18618.15 1508.73 42 0.013 0.00 0.00 0.00 0 ELEMENT NO 22 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 18625.15 1508.86 42 36 0 0.013 28.3 0.0 1509.36 0.00 45.00 0.00 ELEMENT NO 23 IS A REACH * ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 18642.06 1509.11 42 0.013 0.00 0.00 0.00 0 PAGE NO 3 Q3 * Q4 INVERT-3*INVERT-4 PHI 3* PHI 4 53.7 0.0 1509.56 0.00 45.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 Q3 Q4 INVERT-3*INVERT-4 PHI 3* PHI 4 0.5 0.0 1512.04 0.00 40.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 * Q4 INVERT-3*INVERT-4 PHI 3} PHI 4 0.5 0.0 1512.64 0.00 67.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 + Q4 INVERT-3*INVERT-4 PHI 3x PHI 4 0.0 0.0 0.00 0.00 0.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 47.00 0.00 2 Q3 * Q4 INVERT-3*INVERT-4 PHI 3 PHI 4 2.3 0.0 1534.52 0.00 53.00 0.00 W S ELEV 0.00 RADIUS ANGLE ANG PT MAN H 0.00 42.00 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 F 0 5 1 5 P WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 24 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 18649.06 1509.56 42 36 0 0.013 ELEMENT NO 25 IS A TRANSITION ' U/S DATA STATION INVERT SECT N 18653.31 1510.17 30 0.013 ELEMENT NO 26 IS A REACH * ' U/S DATA STATION INVERT SECT N 18689.67 1511.54 30 0.013 ELEMENT NO 27 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 18693.67 1511.69 30 18 0 0.013 ELEMENT NO 28 IS A REACH ' U/S DATA STATION INVERT SECT N 18705.78 1512.14 30 0.013 ELEMENT NO 29 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 18709.78 1512.29 30 18 0 0.013 ELEMENT NO 30 IS A REACH * ' U/S DATA STATION INVERT SECT N 18786.58 1516.56 30 0.013 ELEMENT NO 31 IS A REACH U/S DATA STATION INVERT SECT N 18916.28 1520.05 30 0.013 ELEMENT NO 32 IS A TRANSITION x U/S DATA STATION INVERT SECT N 18920.44 1520.67 24 0.013 ELEMENT NO 33 IS A REACH U/S DATA STATION INVERT SECT N 19195.34 1527.58 24 0.013 ELEMENT NO 34 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 19200.00 1527.69 24 0 0 0.013 ELEMENT NO 35 IS A REACH U/S DATA STATION INVERT SECT N 19470.48 1534.04 24 0.013 ELEMENT NO 36 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 19472.15 1534.25 24 18 0 0.013 ELEMENT NO 37 IS A TRANSITION U/S DATA STATION INVERT SECT N 19476.15 1534.60 18 0.013 ELEMENT NO 38 IS A REACH x * s U/S DATA STATION INVERT SECT N 19480.58 1534.65 18 0.013 ELEMENT NO 39 IS A REACH U/S DATA STATION INVERT SECT N 19497.21 1534.82 18 0.013 ELEMENT NO 40 IS A REACH * * x U/S DATA STATION INVERT SECT N 19520.01 1535.06 18 0.013 ELEMENT NO 41 IS A REACH U/S DATA STATION INVERT SECT N 19527.45 1535.13 18 0.013 ELEMENT NO 42 IS A SYSTEM HEADWORYS U/S DATA STATION INVERT SECT 19527.45 1535.13 18 PAGE NO 3 Q3 * Q4 INVERT-3*INVERT-4 PHI 3* PHI 4 53.7 0.0 1509.56 0.00 45.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 Q3 Q4 INVERT-3*INVERT-4 PHI 3* PHI 4 0.5 0.0 1512.04 0.00 40.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 * Q4 INVERT-3*INVERT-4 PHI 3} PHI 4 0.5 0.0 1512.64 0.00 67.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 + Q4 INVERT-3*INVERT-4 PHI 3x PHI 4 0.0 0.0 0.00 0.00 0.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 47.00 0.00 2 Q3 * Q4 INVERT-3*INVERT-4 PHI 3 PHI 4 2.3 0.0 1534.52 0.00 53.00 0.00 W S ELEV 0.00 RADIUS ANGLE ANG PT MAN H 0.00 42.00 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 LICENSEE: HALL & FOREMAN F0515P PAGE 4 WATER SURFACE PROFILE LISTING SUMMIT HEIGHTS MAINLINE "A" (BEECH AVENUE) INPUT/OUTPUT FILE: 02148A.INP/OUT 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 +++++rrrrr++rr++++++rrr+r+rrr++++rrr+++rr++++++rr+++++r+++++rrr+++rr+rrr+++rrr+rr+++rr+rr++rrr++++rrrr+++++r+++++rrr++++++r+++++rr+ 16157.89 1463.27 2.578 1465.848 202.2 19.81 6.096 1471.944 0.00 4.057 5.00 0.00 0.00 0 0.00 93.18 0.02307 .021291 1.98 2.533 0.00 16251.07 1465.42 2.611 1468.031 202.2 19.49 5.900 1473.931 0.00 4.057 5.00 0.00 0.00 0 0.00 3.76 0.04512 .020564 0.08 2.091 0.00 16254.83 1465.59 2.631 1468.221 202.2 19.30 5.787 1474.008 0.00 4.057 5.00 0.00 0.00 0 0.00 16.30 0.04512 .019100 0.31 2.091 0.00 16271.13 1466.33 2.733 1469.058 202.2 18.41 5.260 1474.318 0.00 4.057 5.00 0.00 0.00 0 0.00 13.10 0.04512 .016855 0.22 2.091 0.00 16284.23 1466.92 2.841 1469.757 202.2 17.55 4.782 1474.539 0.00 4.057 5.00 0.00 0.00 0 0.00 10.61 0.04512 .014891 0.16 2.091 0.00 16294.84 1467.39 2.955 1470.350 202.2 16.73 4.348 1474.698 0.00 4.057 5.00 0.00 0.00 0 0.00 8.59 0.04512 .013173 0.11 2.091 0.00 16303.43 1467.78 3.076 1470.858 202.2 15.95 3.952 1474.810 0.00 4.057 5.00 0.00 0.00 0 0.00 6.91 0.04512 .011671 0.08 2.091 0.00 16310.34 1468.09 3.204 1471.298 202.2 15.21 3.593 1474.891 0.00 4.057 5.00 0.00 0.00 0 0.00 5.49 0.04512 .010358 0.06 2.091 0.00 16315.83 1468.34 3.340 1471.682 202.2 14.50 3.267 1474.949 0.00 4.057 5.00 0.00 0.00 0 0.00 4.17 0.04512 .009213 0.04 2.091 0.00 16320.00 1468.53 3.487 1472.017 202.2 13.83 2.969 1474.986 0.00 4.057 5.00 0.00 0.00 0 0.00 5.73 0.01377 .008566 0.05 2.970 0.00 16325.73 1468.61 3.523 1472.132 202.2 13.67 2.903 1475.035 0.00 4.057 5.00 0.00 0.00 0 0.00 17.85 0.01377 .008004 0.14 2.970 0.00 16343.58 1468.86 3.684 1472.539 202.2 13.04 2.639 1475.178 0.00 4.057 5.00 0.00 0.00 0 0.00 9.69 0.01377 .007174 0.07 2.970 0.00 16353.27 1468.99 3.860 1472.848 202.2 12.43 2.399 1475.247 0.00 4.057 5.00 0.00 0.00 0 0.00 3.04 0.01377 .006465 0.02 2.970 0.00 16356.31 1469.03 4.057 1473.087 202.2 11.85 2.180 1475.267 0.00 4.057 5.00 0.00 0.00 0 0.00 JUNCT STR 0.01500 .005145 0.02 0.00 16360.31 1469.09 5.292 1474.382 167.8 8.55 1.134 1475.516 0.00 3.714 5.00 0.00 0.00 0 0.00 21.43 0.01353 .004151 0.09 2.657 0.00 16381.74 1469.38 5.091 1474.471 167.8 8.55 1.134 1475.605 0.00 3.714 5.00 0.00 0.00 0 0.00 1.79 0.01389 .004151 0.01 2.637 0.00 16383.53 1469.40 5.074 1474.479 167.8 8.55 1.134 1475.613 0.00 3.714 5.00 0.00 0.00 0 0.00 0.00 HYDRAULIC JUMP 16383.53 1469.40 2.637 1472.042 167.8 15.98 3.964 1476.006 0.00 3.714 5.00 0.00 0.00 0 0.00 120.95 0.01389 .013883 1.68 2.637 0.00 16504.48 1471.09 2.637 1473.722 167.8 15.98 3.964 1477.686 0.00 3.714 5.00 0.00 0.00 0 0.00 313.58 0.01389 .013334 4.18 2.637 0.00 16818.06 1475.44 2.703 1478.143 167.8 15.49 3.724 1481.867 0.00 3.714 5.00 0.00 0.00 0 0.00 125.06 0.01389 .012036 1.51 2.637 0.00 16943.12 1477.18 2.810 1479.987 167.8 14.77 3.386 1483.373 0.00 3.714 5.00 0.00 0.00 0 0.00 60.11 0.01389 .010631 0.64 2.637 0.00 LICENSEE: HALL & FOREMAN F0515P PAGE 5 WATER SURFACE PROFILE LISTING MAINSUMMIT HEIGHTS MAINLINE "A" (BEECH AVENUE) INPUT/OUTPUT FILE: 02148A.INP/OUT 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 .rrE.E';.rx..rr0++..xxx+.xx+rrxx++rr+rr+rx+++rx+..:xx..rx..rrx.AVE x+.rr.i..rrxx.rrxrrr+rrrx++xNORM +DEPTH ++xx+rrxx++.+rrr.rr 17003.23 1478.01 2.922 1480.933 167.8 14.08 3.078 1484.011 0.00 3.714 5.00 0.00 0.00 0 0.00 35.90 0.01389 .009400 0.34 2.637 0.00 17039.13 1478.51 3.041 1481.551 167.8 13.42 2.798 1484.349 0.00 3.714 5.00 0.00 0.00 0 0.00 JUNCT STR 0.01400 .014672 0.15 0.00 17049.13 1478.65 1.963 1480.613 121.5 16.98 4.479 1485.092 0.00 3.151 5.00 0.00 0.00 0 0.00 33.93 0.01385 .021499 0.73 2.188 0.00 17083.06 1479.12 1.915 1481.035 121.5 17.56 4.787 1485.822 0.00 3.151 5.00 0.00 0.00 0 0.00 TRANS STR 0.00667 .021483 0.13 0.00 17089.06 1479.16 2.465 1481.625 121.5 16.78 4.373 1485.998 0.00 3.259 3.50 0.00 0.00 0 0.00 34.34 0.02097 .020418 0.70 2.442 0.00 17123.40 1479.88 2.471 1482.351 121.5 16.73 4.348 1486.699 0.00 3.259 3.50 0.00 0.00 0 0.00 JUNCT STR 0.02000 .020734 0.08 0.00 17127.40 1479.96 2.421 1482.381 120.5 16.97 4.473 1486.854 0.00 3.253 3.50 0.00 0.00 0 0.00 613.99 0.02111 .021117 12.97 2.421 0.00 17741.39 1492.92 2.421 1495.340 120.5 16.97 4.473 1499.813 0.00 3.253 3.50 0.00 0.00 0 0.00 271.05 0.02111 .020665 5.60 2.421 0.00 18012.44 1498.64 2.462 1501.102 120.5 16.66 4.312 1505.414 0.00 3.253 3.50 0.00 0.00 0 0.00 74.91 0.02136 .019763 1.48 2.410 0.00 18087.35 1500.24 2.506 1502.746 120.5 16.35 4.150 1506.896 0.00 3.253 3.50 0.00 0.00 0 0.00 JUNCT STR 0.02250 .019635 0.08 0.00 18091.35 1500.33 2.458 1502.788 119.5 16.55 4.255 1507.043 0.00 3.246 3.50 0.00 0.00 0 0.00 85.93 0.02182 .019035 1.64 2.376 0.00 18177.28 1502.20 2.553 1504.758 119.5 15.89 3.920 1508.678 0.00 3.246 3.50 0.00 0.00 0 0.00 50.82 0.02182 .017185 0.87 2.376 0.00 18228.10 1503.31 2.674 1505.987 119.5 15.15 3.563 1509.550 0.00 3.246 3.50 0.00 0.00 0 0.00 30.08 0.02182 .015468 0.47 2.376 0.00 18258.18 1503.97 2.807 1506.777 119.5 14.44 3.239 1510.016 0.00 3.246 3.50 0.00 0.00 0 0.00 18.31 0.02182 .014033 0.26 2.376 0.00 18276.49 1504.37 2.959 1507.328 119.5 13.77 2.945 1510.273 0.00 3.246 3.50 0.00 0.00 0 0.00 9.67 0.02182 .012919 0.12 2.376 0.00 18286.16 1504.58 3.141 1507.721 119.5 13.13 2.677 1510.398 0.00 3.246 3.50 0.00 0.00 0 0.00 4.66 0.01288 .012436 0.06 3.041 0.00 18290.82 1504.64 3.149 1507.789 119.5 13.10 2.667 1510.456 0.00 3.246 3.50 0.00 0.00 0 0.00 59.18 0.01250 .012317 0.73 3.123 0.00 18350.00 1505.38 3.246 1508.626 119.5 12.84 2.559 1511.185 0.00 3.246 3.50 0.00 0.00 0 0.00 JUNCT STR 0.01250 .006903 0.03 0.00 18354.00 1505.43 4.336 1509.766 106.1 11.03 1.888 1511.654 0.00 3.133 3.50 0.00 0.00 0 0.00 182.59 0.01249 .011121 2.03 2.705 0.00 18536.59 1507.71 4.325 1512.035 106.1 11.03 1.888 1513.923 0.00 3.133 3.50 0.00 0.00 0 0.00 81.56 0.01251 .011121 0.91 2.704 0.00 18618.15 1508.73 4.212 1512.942 106.1 11.03 1.888 1514.830 0.00 3.133 3.50 0.00 0.00 0 0.00 JUNCT STR 0.01857 .008551 0.06 0.00 LICENSEE: HALL & FOREMAN F0515P PAGE 6 WATER SURFACE PROFILE LISTING AdWk SUMMIT HEIGHTS MAINLINE "A" (BEECH AVENUE) INPUT/OUTPUT FILE: 02148A.INP/OUT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLAW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORMrDEPTH+++rr+raxx+rr.:s ZR xs.+xxx+xsx++rx.rx+r+rxrrrrrrr+rxxxxsr..+xs++x++rrrrxx+r+xxrrxx+r.x+xsrxxxxsxrrrrrxss.x+r+rrrr x +rrrxxxrrrrxrx 18625.15 1508.86 5.630 1514.490 77.8 8.09 1.015 1515.505 0.00 2.758 3.50 0.00 0.00 0 0.00 16.91 0.01478 .005980 0.10 2.026 0.00 18642.06 1509.11 5.481 1514.591 77.8 8.09 1.015 1515.606 0.00 2.758 3.50 0.00 0.00 0 0.00 JUNCT STR 0.06429 .003277 0.02 0.00 18649.06 1509.56 5.958 1515.518 24.1 2.50 0.097 1515.615 0.00 1.509 3.50 0.00 0.00 0 0.00 TRANS STR 0.14353 .002013 0.01 0.00 18653.31 1510.17 5.135 1515.305 24.1 4.91 0.374 1515.679 0.00 1.672 2.50 0.00 0.00 0 0.00 36.36 0.03768 .003452 0.13 0.942 0.00 18689.67 1511.54 3.910 1515.450 24.1 4.91 0.374 1515.824 0.00 1.672 2.50 0.00 0.00 0 0.00 JUNCT STR 0.03750 .003381 0.01 0.00 18693.67 1511.69 3.803 1515.493 23.6 4.81 0.359 1515.852 0.00 1.654 2.50 0.00 0.00 0 0.00 12.11 0.03716 .003311 0.04 0.934 0.00 18705.78 1512.14 3.393 1515.533 23.6 4.81 0.359 1515.892 0.00 1.654 2.50 0.00 0.00 0 0.00 JUNCT STR 0.03750 .003242 0.01 0.00 18709.78 1512.29 3.286 1515.576 23.1 4.71 0.344 1515.920 0.00 1.636 2.50 0.00 0.00 0 0.00 7.06 0.05560 .003172 0.02 0.830 0.00 18716.84 1512.68 2.917 1515.600 23.1 4.71 0.344 1515.944 0.00 1.636 2.50 0.00 0.00 0 0.00 0.00 HYDRAULIC JUMP 18716.84 1512.68 0.865 1513.548 23.1 15.33 3.648 1517.196 0.00 1.636 2.50 0.00 0.00 0 0.00 13.45 0.05560 .046967 0.63 0.830 0.00 18730.29 1513.43 0.874 1514.305 23.1 15.11 3.544 1517.849 0.00 1.636 2.50 0.00 0.00 0 0.00 23.44 0.05560 .043180 1.01 0.830 0.00 18753.73 1514.73 0.905 1515.639 23.1 14.40 3.221 1518.860 0.00 1.636 2.50 0.00 0.00 0 0.00 14.70 0.05560 .037849 0.56 0.830 0.00 18768.43 1515.55 0.937 1516.488 23.1 13.73 2.929 1519.417 0.00 1.636 2.50 0.00 0.00 0 0.00 10.36 0.05560 .033192 0.34 0.830 0.00 18778.79 1516.13 0.971 1517.098 23.1 13.10 2.663 1519.761 0.00 1.636 2.50 0.00 0.00 0 0.00 7.79 0.05560 .029131 0.23 0.830 0.00 18786.58 1516.56 1.007 1517.567 23.1 12.49 2.421 1519.988 0.00 1.636 2.50 0.00 0.00 0 0.00 92.49 0.02691 .029114 2.69 1.010 0.00 18879.07 1519.05 0.971 1520.020 23.1 13.09 2.660 1522.680 0.00 1.636 2.50 0.00 0.00 0 0.00 37.21 0.02691 .033169 1.23 1.010 0.00 18916.28 1520.05 0.938 1520.988 23.1 13.73 2.925 1523.913 0.00 1.636 2.50 0.00 0.00 0 0.00 TRANS STR 0.14904 .030165 0.13 0.00 18920.44 1520.67 1.170 1521.840 23.1 12.10 2.274 1524.114 0.00 1.709 2.00 0.00 0.00 0 0.00 185.04 0.02514 .024980 4.62 1.170 0.00 19105.48 1525.32 1.170 1526.491 23.1 12.10 2.274 1528.765 0.00 1.709 2.00 0.00 0.00 0 0.00 89.86 0.02514 .024313 2.18 1.170 0.00 19195.34 1527.58 1.191 1528.771 23.1 11.85 2.179 1530.950 0.00 1.709 2.00 0.00 0.00 0 0.00 JUNCT STR 0.02361 .023643 0.11 0.00 19200.00 1527.69 1.191 1528.881 23.1 11.85 2.179 1531.060 0.00 1.709 2.00 0.00 0.00 0 0.00 175.15 0.02348 .023640 4.14 1.191 0.00 LICENSEE: HALL & FOREMAN F0515P PAGE 7 WATER SURFACE PROFILE LISTING SUMMIT HEIGHTS MAINLINE "A" (BEECH AVENUE) INPUT/OUTPUT FILE: 02148A.INP/OUT STATION INVERT DEPTHW.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 +++++r+r++xxZR++ 19375.15 1531.80 1.191 1532.993 23.1 11.85 2.179 1535.172 0.00 1.709 2.00 0.00 0.00 0 0.00 95.33 0.02348 .024636 2.35 1.191 0.00 19470.48 1534.04 1.160 1535.200 23.1 12.22 2.320 1537.520 0.00 1.709 2.00 0.00 0.00 0 0.00 JUNCf STR 0.12575 .030306 0.05 0.00 19472.15 1534.25 0.990 1535.240 20.8 13.41 2.793 1538.033 0.00 1.635 2.00 0.00 0.00 0 0.00 TRANS STR 0.08750 .035073 0.14 0.00 19476.15 1534.60 1.472 1536.072 20.8 11.82 2.169 1538.241 0.00 1.472 1.50 0.00 0.00 0 0.00 0.37 0.01129 .036785 0.01 1.500 0.00 19476.52 1534.60 1.500 1536.104 20.8 11.77 2.152 1538.256 0.00 1.472 1.50 0.00 0.00 0 0.00 4.06 0.01129 .038780 0.16 1.500 0.00 19480.58 1534.65 1.994 1536.644 20.8 11.77 2.152 1538.796 0.00 1.472 1.50 0.00 0.00 0 0.00 16.63 0.01022 .039209 0.65 1.500 0.00 19497.21 1534.82 2.476 1537.296 20.8 11.77 2.152 1539.448 0.00 1.472 1.50 0.00 0.00 0 0.00 22.80 0.01053 .039209 0.89 1.500 0.00 19520.01 1535.06 3.130 1538.190 20.8 11.77 2.152 1540.342 0.00 1.472 1.50 0.00 0.00 0 0.00 7.44 0.00941 .039209 0.29 1.500 0.00 19527.45 1535.13 3.351 1538.481 20.8 11.77 2.152 1540.633 0.00 1.472 1.50 0.00 0.00 0 0.00 A m Line "B" (Lytle Creek Road) 8 0 DATE: 4/23/2002 F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS HEADING LINE NO 2 IS - MAINLINE "B" (LYTLE CREEK ROAD) HEADING LINE NO 3 IS - INPUT/OUTPUT FILE: 02148B.INP/OUT m Al LIM TIME: 8:51 F0515 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 SASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(8) 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 42 4 3.50 CD 48 4 4.00 CD 54 4 4.50 LIM W SELEV 1481.39 PAGE NO 2 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 * Q4 INVERT-3*INVERT-4 PHI 3* PHI 4 1.1 0.0 1478.80 0.00 40.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 40.22 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 * Q4 INVERT-3*INVERT-4 PHI 3* PHI 4 19.4 0.0 1481.63 0.00 45.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 Q3 * Q4 INVERT-3*INVERT-4 PHI 3* PHI 4 0.5 0.0 1487.95 0.00 46.98 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 * Q4 INVERT-3*INVERT-4 PHI 3* PHI 4 20.3 52.8 1495.05 1494.80 30.00 30.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 * Q4 INVERT-3*INVERT-4 PHI 3 PHI 4 0.5 0.0 1497.20 0.00 46.98 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 03 * 04 INVERT-3*INVERT-4 PHI 3' PHI 4 0.5 0.0 1509.92 0.00 46.98 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 Q3 * Q4 INVERT-3*INVERT-4 PHI 3 PHI 4 40.0 0.0 1523.93 0.00 30.00 0.00 F 0 5 1 5 P WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATIONINVERT SECT 16594.62 1477.06 54 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 16631.69 1478.00 54 0.013 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N 16633.65 1478.04 54 0.013 ELEMENT NO 4 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 16640.65 1478.17 54 36 0 0.013 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N 16654.58 1478.44 54 0.013 ELEMENT NO 6 IS A REACH * ' U/S DATA STATION INVERT SECT N 16738.82 1480.06 54 0.013 ELEMENT NO 7 IS A REACH ' U/S DATA STATION INVERT SECT N 16743.82 1480.16 54 0.013 ELEMENT NO 8 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 16747.82 1480.24 54 24 0 0.013 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N 17072.15 1486.46 54 0.013 ELEMENT NO 10 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 17076.15 1486.54 54 18 0 0.013 ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N 17246.73 1489.81 54 0.013 ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT N 17251.39 1489.90 54 0.013 ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N 17494.79 1493.91 54 0.013 ELEMENT NO 14 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 17501.12 1494.57 54 30 36 0.013 ELEMENT NO 15 IS A TRANSITION U/S DATA STATION INVERT SECT N 17507.45 1495.18 42 0.013 ELEMENT NO 16 IS A REACH * ' U/S DATA STATION INVERT SECT N 17547.99 1496.20 42 0.013 ELEMENT NO 17 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 17551.99 1496.30 42 18 0 0.013 ELEMENT NO 18 IS A REACH ' U/S DATA STATION INVERT SECT N 17646.73 1498.69 42 0.013 ELEMENT NO 19 IS A REACH U/S DATA STATION INVERT SECT N 17651.39 1498.80 42 0.013 ELEMENT NO 20 IS A REACH U/S DATA STATION INVERT SECT N 18109.91 1508.88 42 0.013 ELEMENT NO 21 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 18113.91 1508.97 42 18 0 0.013 ELEMENT NO 22 IS A REACH U/S DATA STATION INVERT SECT N 18788.16 1523.81 42 0.013 ELEMENT NO 23 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 18803.06 1524.13 42 42 0 0.013 W SELEV 1481.39 PAGE NO 2 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 * Q4 INVERT-3*INVERT-4 PHI 3* PHI 4 1.1 0.0 1478.80 0.00 40.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 40.22 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 * Q4 INVERT-3*INVERT-4 PHI 3* PHI 4 19.4 0.0 1481.63 0.00 45.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 Q3 * Q4 INVERT-3*INVERT-4 PHI 3* PHI 4 0.5 0.0 1487.95 0.00 46.98 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 * Q4 INVERT-3*INVERT-4 PHI 3* PHI 4 20.3 52.8 1495.05 1494.80 30.00 30.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 * Q4 INVERT-3*INVERT-4 PHI 3 PHI 4 0.5 0.0 1497.20 0.00 46.98 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 03 * 04 INVERT-3*INVERT-4 PHI 3' PHI 4 0.5 0.0 1509.92 0.00 46.98 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 Q3 * Q4 INVERT-3*INVERT-4 PHI 3 PHI 4 40.0 0.0 1523.93 0.00 30.00 0.00 m Lm PAGE NO 3 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 * Q4 INVERT-3*INVERT-4 PHI 3* PHI 4 0.8 0.0 1526.15 0.00 46.98 0.00 W S ELEV 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 F 0 5 1 5 P WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 24 IS A REACH U/S DATA STATION INVERT SECT N 18847.25 1525.10 42 0.013 ELEMENT NO 25 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 18851.91 1525.21 42 18 0 0.013 ELEMENT NO 26 IS A REACH U/S DATA STATION INVERT SECT N 18859.91 1525.39 42 0.013 ELEMENT NO 27 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 18859.91 1525.39 42 m Lm PAGE NO 3 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 * Q4 INVERT-3*INVERT-4 PHI 3* PHI 4 0.8 0.0 1526.15 0.00 46.98 0.00 W S ELEV 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 LICENSEE: HALL 4 FOREMAN F0515P PAGE 4 WATER SURFACE PROFILE LISTING SUMMIT HEIGHTS MAINLINE "B" (LYTLE CREEK ROAD) INPUT/OUTPUT FILE: 02148B.INP/OUT STATION INVERT DEPTHW.S. O VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER i=ELEM SO xx........... +............:++...r....xx+.+..x.+xx+++ SF AVE HF NORM DEPTH iR 16594.62 1477.06 3.179 1480.239 220.9 18.39 5.253 1485.492 0.00 4.158 4.50 0.00 0.00 0 0.00 37.07 0.02536 .016688 0.62 2.788 0.00 16631.69 1478.00 3.318 1481.318 220.9 17.57 4.794 1486.112 0.00 4.158 4.50 0.00 0.00 0 0.00 1.96 0.02041 .015770 0.03 3.006 0.00 16633.65 1478.04 3.323 1481.363 220.9 17.55 4.780 1486.143 0.00 4.158 4.50 0.00 0.00 0 0.00 JUNCT STR 0.01857 .015882 0.11 0.00 16640.65 1478.17 3.286 1481.456 219.8 17.67 4.846 1486.302 0.00 4.152 4.50 0.00 0.00 0 0.00 13.93 0.01938 .015882 0.22 3.052 0.00 16654.58 1478.44 3.309 1481.749 219.8 17.53 4.774 1486.523 0.00 4.152 4.50 0.00 0.00 0 0.00 34.04 0.01923 .015366 0.52 3.061 0.00 16688.62 1479.10 3.378 1482.473 219.8 17.16 4.572 1487.045 0.00 4.152 4.50 0.00 0.00 0 0.00 50.20 0.01923 .014243 0.72 3.061 0.00 16738.82 1480.06 3.543 1483.603 219.8 16.36 4.157 1487.760 0.00 4.152 4.50 0.00 0.00 0 0.00 5.00 0.02000 .013398 0.07 3.018 0.00 16743.82 1480.16 3.570 1483.730 219.8 16.24 4.097 1487.827 0.00 4.152 4.50 0.00 0.00 0 0.00 JUNCT STR 0.02000 .016209 0.06 0.00 16747.82 1480.24 2.873 1483.113 200.4 18.70 5.429 1488.542 0.00 4.039 4.50 0.00 0.00 0 0.00 324.33 0.01918 .018360 5.95 2.870 0.00 17072.15 1486.46 2.957 1489.417 200.4 18.09 5.080 1494.497 0.00 4.039 4.50 0.00 0.00 0 0.00 JUNCT STR 0.02000 .017674 0.07 0.00 17076.15 1486.54 2.943 1489.483 199.9 18.14 5.109 1494.592 0.00 4.036 4.50 0.00 0.00 0 0.00 64.33 0.01917 .017420 1.12 2.865 0.00 17140.48 1487.77 2.982 1490.755 199.9 17.87 4.956 1495.711 0.00 4.036 4.50 0.00 0.00 0 0.00 106.25 0.01917 .016154 1.72 2.865 0.00 17246.73 1489.81 3.112 1492.922 199.9 17.03 4.506 1497.428 0.00 4.036 4.50 0.00 0.00 0 0.00 4.66 0.01931 .015161 0.07 2.858 0.00 17251.39 1489.90 3.121 1493.021 199.9 16.98 4.478 1497.499 0.00 4.036 4.50 0.00 0.00 0 0.00 26.06 0.01648 .014987 0.39 3.022 0.00 17277.45 1490.33 3.139 1493.468 199.9 16.87 4.420 1497.888 0.00 4.036 4.50 0.00 0.00 0 0.00 108.40 0.01648 .014077 1.53 3.022 0.00 17385.85 1492.12 3.281 1495.396 199.9 16.09 4.019 1499.415 0.00 4.036 4.50 0.00 0.00 0 0.00 54.34 0.01648 .012604 0.68 3.022 0.00 17440.19 1493.01 3.436 1496.446 199.9 15.34 3.653 1500.099 0.00 4.036 4.50 0.00 0.00 0 0.00 31.21 0.01648 .011345 0.35 3.022 0.00 17471.40 1493.53 3.608 1497.133 199.9 14.62 3.321 1500.454 0.00 4.036 4.50 0.00 0.00 0 0.00 17.46 0.01648 .010292 0.18 3.022 0.00 17488.86 1493.81 3.802 1497.614 199.9 13.94 3.019 1500.633 0.00 4.036 4.50 0.00 0.00 0 0.00 5.93 0.01648 .009470 0.06 3.022 0.00 17494.79 1493.91 4.036 1497.946 199.9 13.29 2.743 1500.689 0.00 4.036 4.50 0.00 0.00 0 0.00 JUNCT STR 0.10426 .006640 0.04 0.00 17501.12 1494.57 5.891 1500.461 126.8 7.97 0.987 1501.448 0.00 3.315 4.50 0.00 0.00 0 0.00 0.00 TRANS SIR 0.09637 m LICENSEE: HALL & FOREMAN F0515P PAGE 5 WATER SURFACE PROFILE LISTING SUMMIT HEIGHTS MAINLINE "B" (LYTLE CREEK ROAD) INPUT/OUTPUT FILE: 0214 8B . INP/OUT 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 +ssx+a+++xxx++rr++++++r+++++++sr+++r++++++x+++++++++rr+++++++++xrrsxxrssxssxsxrsxx SO SF AVE HF ss+++++++ssssx NORM DEPTH rrsss s+sr+++xx++xxs+sss+sss+rssx ZR xsx 17507.45 1495.18 2.404 1497.584 126.8 18.00 5.029 1502.613 0.00 3.292 3.50 0.00 0.00 0 0.00 40.54 0.02516 .023586 0.96 2.356 0.00 17547.99 1496.20 2.422 1498.622 126.8 17.85 4.947 1503.569 0.00 3.292 3.50 0.00 0.00 0 0.00 JUNCT STR 0.02500 .023522 0.09 0.00 17551.99 1496.30 2.402 1498.702 126.3 17.94 4.999 1503.701 0.00 3.289 3.50 0.00 0.00 0 0.00 94.74 0.02523 .022873 2.17 2.347 0.00 17646.73 1498.69 2.468 1501.158 126.3 17.42 4.711 1505.869 0.00 3.289 3.50 0.00 0.00 0 0.00 4.66 0.02361 .022034 0.10 2.405 0.00 17651.39 1498.80 2.470 1501.270 126.3 17.40 4.702 1505.972 0.00 3.289 3.50 0.00 0.00 0 0.00 132.71 0.02198 .022012 2.92 2.470 0.00 17784.10 1501.72 2.470 1504.187 126.3 17.40 4.702 1508.889 0.00 3.289 3.50 0.00 0.00 0 0.00 325.81 0.02198 .021844 7.12 2.470 0.00 18109.91 1508.88 2.485 1511.365 126.3 17.29 4.642 1516.007 0.00 3.289 3.50 0.00 0.00 0 0.00 JUNCT STR 0.02250 .021849 0.09 0.00 18113.91 1508.97 2.462 1511.432 125.8 17.39 4.698 1516.130 0.00 3.286 3.50 0.00 0.00 0 0.00 144.74 0.02201 .022022 3.19 2.462 0.00 18258.65 1512.15 2.462 1514.617 125.8 17.39 4.698 1519.315 0.00 3.286 3.50 0.00 0.00 0 0.00 277.08 0.02201 .021474 5.95 2.462 0.00 Afook 18535.73 1518.25 2.511 1520.765 125.8 17.03 4.501 1525.266 0.00 3.286 3.50 0.00 0.00 0 0.00 134.53 0.02201 .019838 2.67 2.462 0.00 18670.26 1521.21 2.628 1523.843 125.8 16.23 4.091 1527.934 0.00 3.286 3.50 0.00 0.00 0 0.00 58.20 0.02201 .017818 1.04 2.462 0.00 18728.46 1522.50 2.756 1525.252 125.8 15.48 3.720 1528.972 0.00 3.286 3.50 0.00 0.00 0 0.00 32.91 0.02201 .016109 0.53 2.462 0.00 18761.37 1523.22 2.900 1526.120 125.8 14.76 3.381 1529.501 0.00 3.286 3.50 0.00 0.00 0 0.00 19.15 0.02201 .014730 0.28 2.462 0.00 18780.52 1523.64 3.068 1526.710 125.8 14.07 3.074 1529.784 0.00 3.286 3.50 0.00 0.00 0 0.00 7.64 0.02201 .013819 0.11 2.462 0.00 18788.16 1523.81 3.286 1527.096 125.8 13.41 2.794 1529.890 0.00 3.286 3.50 0.00 0.00 0 0.00 JUNCT STR 0.02148 .010392 0.15 0.00 18803.06 1524.13 5.665 1529.795 85.8 8.92 1.235 1531.030 0.00 2.884 3.50 0.00 0.00 0 0.00 44.19 0.02195 .007273 0.32 1.904 0.00 18847.25 1525.10 5.016 1530.116 85.8 8.92 1.235 1531.351 0.00 2.884 3.50 0.00 0.00 0 0.00 JUNCT STR 0.02361 .007206 0.03 0.00 18851.91 1525.21 4.985 1530.195 85.0 8.83 1.212 1531.407 0.00 2.872 3.50 0.00 0.00 0 0.00 8.00 0.02250 .007138 0.06 1.880 0.00 18859.91 1525.39 4.923 1530.313 85.0 8.83 1.212 1531.525 0.00 2.872 3.50 0.00 0.00 0 0.00 m Line "C" (Curtis Avenue &Tract 15 841) DATE: 4/24/2002 F O S 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS HEADING LINE NO 2 IS - MAINLINE "C" (CURTIS AVENUE & TRACT 15841) HEADING LINE NO 3 IS - INPUT/OUTPUT FILE: 02148C.INP/OUT TIME: 9:18 FP CHANNEL WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 EASE ZL ZR INV Y(I) Y(2) Y(3) Y(4) Y(5) Y(6) 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 36 4 3.00 14, m 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 1010.43 1509.65 36 1515.18 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1019.46 1509.80 36 0.013 0.00 45.00 0.00 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1054.80 1510.39 36 0.013 0.00 0.00 0.00 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1065.60 1510.57 36 0.013 0.00 0.00 0.00 0 ELEMENT NO 5 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1067.60 1510.64 36 18 18 0.013 0.3 0.3 1511.32 1511.32 49.00 64.00 ELEMENT NO 6 IS A REACH U/S DATA STATION* INVERT* SECT N RADIUS ANGLE ANG PT MAN H 1093.54 1511.04 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 1422.12 1516.56 36 0.013 0.00 22.75 0.00 1 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1444.71 1516.94 36 0.013 0.00 0.00 0.00 0 ELEMENT NO 9 IS A JUNCTION *LAT-1*LAT-2 U/S DATA STATION* INVERT SECT N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1448.71 1517.00 36 18 0 0.013 1.0 0.0 1517.69 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 1467.30 1517.32 36 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 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1471.30 1517.40 36 18 0 0.013 1.0 0.0 1518.07 0.00 55.00 0.00 ELEMENT NO 12 IS A REACH U/S DATA STATION* INVERT* SECT N RADIUS ANGLE* ANG PT MAN H 1494.59 1517.79 36 0.013 0.00 0.00 0.00 0 ELEMENT NO 13 IS A JUNCTION * * ; U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1503.79 1517.90 36 18 18 0.013 3.0 5.5 1518.60 1518.60 64.00 74.00 ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1606.76 1518.93 36 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 1616.32 1519.02 36 0.013 0.00 0.00 0.00 0 ELEMENT NO 16 IS A JUNCTION *LAT U/S DATA STATION INVERT SECT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1618.32 1519.04 36 18 0 0.013 3.9 0.0 1519.77 0.00 30.00 0.00 ELEMENT NO 17 IS A REACH * ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1641.56 1519.28 36 0.013 0.00 0.00 0.00 0 ELEMENT NO 18 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1641.56 1519.28 36 0.013 0.00 0.00 0.00 0 ELEMENT NO 19 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1765.46 1520.51 36 0.013 0.00 0.00 0.00 1 ELEMENT NO 20 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2028.37 1524.41 36 0.013 0.00 0.00 0.00 1 ELEMENT NO 21 IS A JUNCTION U/S DATA STATION INVERT SECT LAT-1*LAT-2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 2033.03 1524.48 36 18 0 0.013 5.2 0.0 1525.18 0.00 42.00 0.00 ELEMENT NO 22 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2060.85 1524.89 36 0.013 0.00 0.00 0.00 0 ELEMENT NO 23 IS A JUNCTION *LAT U/S DATA STATION INVERT SECT -1 LAT -2 N Q3 Q4 INVERT-3*INVERT-4 PHI 3 PHI 4 2062.85 1525.92 36 18 0 0.013 9.0 0.0 1525.63 0.00 30.00 0.00 ELEMENT NO 24 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2540.78 1531.99 36 0.013 0.00 0.00 0.00 1 PAGE NO 3 Q3r Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1.5 0.0 1532.74 0.00 60.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE AUG PT MAN H 0.00 0.00 0.00 0 Q3 r Q4 INVERT -3r INVERT -4 PHI 3r PHI 4 14.1 0.0 1532.18 0.00 45.00 0.00 W S ELEV 0.00 RADIUS ANGLE ANG PT MAN H 0.00 45.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 F 0 5 1 5 P WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 25 IS A JUNCTION r U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 2543.69 1532.02 36 18 0 0.013 ELEMENT NO 26 IS A REACH U/S DATA STATION INVERT SECT N 2551.65 1532.14 36 0.013 ELEMENT NO 27 IS A REACH r U/S DATA STATION INVERT SECT N 2563.52 1532.31 36 0.013 ELEMENT NO 28 IS A JUNCTION r * r U/S DATA STATION INVERT SECTr LAT -1 LAT -2 N 2565.52 1532.34 36 24 0 0.013 ELEMENT NO 29 IS A REACH U/S DATA STATION INVERT SECT N 2569.25 1532.41 36 0.013 ELEMENT NO 30 IS A REACH U/S DATA STATION INVERT SECT N 2577.98 1532.53 36 0.013 ELEMENT NO 31 IS A REACH r r r U/S DATA STATION INVERT SECT N 2598.13 1535.34 36 0.013 ELEMENT NO 32 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 2598.13 1535.34 36 PAGE NO 3 Q3r Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1.5 0.0 1532.74 0.00 60.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE AUG PT MAN H 0.00 0.00 0.00 0 Q3 r Q4 INVERT -3r INVERT -4 PHI 3r PHI 4 14.1 0.0 1532.18 0.00 45.00 0.00 W S ELEV 0.00 RADIUS ANGLE ANG PT MAN H 0.00 45.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 LICENSEE: HALL & FOREMAN F0515P PAGE 1 WATER SURFACE PROFILE LISTING SUMMIT HEIGHTS MAINLINE "C" (CURTIS AVENUE & TRACT 15841) INPUT/OUTPUT FILE: 02148C.INP/OUT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL MGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER LSE*EM SO SF AVE Hr +xxxx+++:rx+rr NORM DEPTH ZR xrr+:xx++:: x+ +++rrx+ rr+rrxxxrrrxxx++++xxxx++rxxrr+rxxx++rx+++xx x x :xxx+ r++ xx+rrxx++r+r+++xxx++xxxr+rxx++xx 1010.43 1509.65 5.530 1515.180 58.9 8.33 1.078 1516.258 0.00 2.482 3.00 0.00 0.00 0 0.00 9.03 0.01661 .007798 0.07 1.822 0.00 1019.46 1509.80 5.603 1515.403 58.9 8.33 1.078 1516.481 0.00 2.482 3.00 0.00 0.00 0 0.00 35.34 0.01670 .007798 0.28 1.820 0.00 1054.80 1510.39 5.288 1515.678 58.9 8.33 1.078 1516.756 0.00 2.482 3.00 0.00 0.00 0 0.00 10.80 0.01667 .007798 0.08 1.820 0.00 1065.60 1510.57 5.193 1515.763 58.9 8.33 1.078 1516.841 0.00 2.482 3.00 0.00 0.00 0 0.00 JUNCT STR 0.03500 .007719 0.02 0.00 1067.60 1510.64 5.182 1515.822 58.3 8.25 1.056 1516.878 0.00 2.471 3.00 0.00 0.00 0 0.00 25.94 0.01542 .007640 0.20 1.855 0.00 1093.54 1511.04 4.980 1516.020 58.3 8.25 1.056 1517.076 0.00 2.471 3.00 0.00 0.00 0 0.00 210.17 0.01680 .007640 1.61 1.803 0.00 1303.71 1514.57 3.170 1517.741 58.3 8.25 1.056 1518.797 0.00 2.471 3.00 0.00 0.00 0 0.00 0.00 HYDRAULIC JUMP 1303.71 1514.57 1.852 1516.423 58.3 12.73 2.517 1518.940 0.00 2.471 3.00 0.00 0.00 O 0.00 20.68 0.01680 .015470 0.32 1.803 0.00 1324.39 1514.92 1.857 1516.775 58.3 12.69 2.500 1519.275 0.00 2.471 3.00 0.00 0.00 0 0.00 66.13 0.01680 .014528 0.96 1.803 0.00 1390.52 1516.03 1.934 1517.963 58.3 12.10 2.272 1520.235 0.00 2.471 3.00 0.00 0.00 0 0.00 31.60 0.01680 .012899 0.41 1.803 0.00 1422.12 1516.56 2.017 1518.577 58.3 11.53 2.065 1520.642 0.00 2.471 3.00 0.00 0.00 0 0.00 6.86 0.01682 .011918 0.08 1.803 0.00 1428.98 1516.67 2.044 1518.719 58.3 11.36 2.004 1520.723 0.00 2.471 3.00 0.00 0.00 0 0.00 15.73 0.01682 .011065 0.17 1.803 0.00 1444.71 1516.94 2.136 1519.076 58.3 10.83 1.821 1520.897 0.00 2.471 3.00 0.00 0.00 0 0.00 JUNCT STR 0.01500 .011030 0.04 0.00 1448.71 1517.00 2.024 1519.024 57.3 11.30 1.981 1521.005 0.00 2.452 3.00 0.00 0.00 0 0.00 6.42 0.01721 .011370 0.07 1.770 0.00 1455.13 1517.11 2.057 1519.168 57.3 11.09 1.910 1521.078 0.00 2.452 3.00 0.00 0.00 0 0.00 12.17 0.01721 .010517 0.13 1.770 0.00 1467.30 1517.32 2.149 1519.469 57.3 10.57 1.736 1521.205 0.00 2.452 3.00 0.00 0.00 0 0.00 JUNCT STR 0.02000 .010376 0.04 0.00 1471.30 1517.40 2.050 1519.450 56.3 10.94 1.858 1521.308 0.00 2.433 3.00 0.00 0.00 0 0.00 8.81 0.01674 .010416 0.09 1.765 0.00 1480.11 1517.55 2.112 1519.659 56.3 10.58 1.739 1521.398 0.00 2.433 3.00 0.00 0.00 0 0.00 8.39 0.01674 .009473 0.08 1.765 0.00 1488.50 1517.69 2.209 1519.897 56.3 10.09 1.581 1521.478 0.00 2.433 3.00 0.00 0.00 0 0.00 4.69 0.01674 .008490 0.04 1.765 0.00 1493.19 1517.77 2.314 1520.081 56.3 9.62 1.437 1521.518 0.00 2.433 3.00 0.00 0.00 0 0.00 1.40 0.01674 .007650 0.01 1.765 0.00 1494.59 1517.79 2.433 1520.223 56.3 9.17 1.305 1521.528 0.00 2.433 3.00 0.00 0.00 0 0.00 JUNCT STR 0.01196 .006200 0.06 0.00 1503.79 1517.90 3.255 1521.155 47.8 6.76 0.710 1521.865 0.00 2.252 3.00 0.00 0.00 0 0.00 52.32 0.01000 .005097 0.27 1.880 0.00 1556.11 1518.42 3.000 1521.423 47.8 6.76 0.710 1522.133 0.00 2.252 3.00 0.00 0.00 0 0.00 PAGE 2 LICENSEE: HALL & FOREMAN F0515P WATER SURFACE PROFILE LISTING SUMMIT HEIGHTS MAINLINE "C" (CURTIS AVENUE & TRACT 15841) INPUT/OUTPUT FILE: 02148C.INP/OUT W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR STATION INVERT DEPTH HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER ELEV OF FLOW ELEV SVE F HF NORM DEPTH ZR /ELEM + ELE SO ++>A +xx»x+x>xrx+ 0.19 1.880 0.00 39.57 0.01000 .004775 1595.68 1518.82 2.721 1521.540 47.8 7.09 0.781 1522.321 0.00 2.252 3.00 0.00 0.00 0 0.00 0.05 1.880 0.00 11.08 0.01000 .004588 47.8 7.32 0.832 1522.372 0.00 2.252 3.00 0.00 0.00 0 0.00 1606.76 1518.93 2.610 1521.540 0.05 1.917 0.00 9.56 0.00941 .004823 1616.32 1519.02 2.509 1521.529 47.8 7.57 0.890 1522.419 0.00 2.252 3.00 0.00 0.00 0 0.00 0.01 0.00 JUNCT STR 0.01000 .004360 1618.32 1519.04 2.858 1521.898 43.9 6.32 0.620 1522.518 0.00 2.159 3.00 0.00 0.00 0 0.00 21.11 0.01033 .003813 0.08 1.757 0.00 1639.43 1519.26 2.658 1521.916 43.9 6.63 0.682 1522.598 0.00 2.159 3.00 0.00 0.00 0 0.00 0.00 HYDRAULIC JUMP 1639.43 1519.26 1.735 1520.993 43.9 10.36 1.668 1522.661 0.00 2.159 3.00 0.00 0.00 0 0.00 0.02 1.757 0.00 2.13 0.01033 .010756 1641.56 1519.28 1.735 1521.015 43.9 10.36 1.667 1522.682 0.00 2.159 3.00 0.00 0.00 0 0.00 44.02 0.00993 .011145 0.49 1.780 0.00 1685.58 1519.72 1.697 1521.414 43.9 10.65 1.760 1523.174 0.00 2.159 3.00 0.00 0.00 0 0.00 46.74 0.00993 .012301 0.57 1.780 0.00 43.9 11.16 1.936 1523.749 0.00 2.159 3.00 0.00 0.00 0 0.00 1732.32 1520.18 1.632 1521.813 0.46 1.780 0.00 33.14 0.00993 .013941 1765.46 1520.51 1.572 1522.082 43.9 11.71 2.129 1524.211 0.00 2.159 3.00 0.00 0.00 0 0.00 2.14 1.570 0.00 151.63 0.01483 .014086 1917.09 1522.76 1.621 1524.380 43.9 11.26 1.969 1526.349 0.00 2.159 3.00 0.00 0.00 0 0.00 0.64 1.570 0.00 50.80 0.01483 .012571 1967.89 1523.51 1.685 1525.198 43.9 10.74 1.790 1526.988 0.00 2.159 3.00 0.00 0.00 0 0.00 0.28 1.570 0.00 25.64 0.01483 .011103 1993.53 1523.89 1.752 1525.645 43.9 10.24 1.627 1527.272 0.00 2.159 3.00 0.00 0.00 0 0.00 0.15 1.570 0.00 15.32 0.01483 .009816 43.9 9.76 1.479 1527.422 0.00 2.159 3.00 0.00 0.00 0 0.00 2008.85 1524.12 1.823 1525.943 0.08 1.570 0.00 9.52 0.01483 .008693 2018.37 1524.26 1.899 1526.161 43.9 9.30 1.344 1527.505 0.00 2.159 3.00 0.00 0.00 0 0.00 0.05 1.570 0.00 5.92 0.01483 .007711 2024.29 1524.35 1.979 1526.329 43.9 8.87 1.222 1527.551 0.00 2.159 3.00 0.00 0.00 0 0.00 0.02 1.570 0.00 3.15 0.01483 .006854 43.9 8.46 1.111 1527.572 0.00 2.159 3.00 0.00 0.00 0 0.00 2027.44 1524.40 2.065 1526.461 0.01 1.570 0.00 0.93 0.01483 .006106 43.9 8.06 1.009 1527.578 0.00 2.159 3.00 0.00 0.00 0 0.00 2028.37 1524.41 2.159 1526.569 0.00 JUNCT STR 0.01502 38.7 11.20 1.949 1527.902 0.00 2.025 3.00 0.00 0.00 0 0.00 2033.03 1524.48 1.473 1525.953 0.40 1.460 0.00 27.82 0.01474 .014214 38.7 11.14 1.928 1528.297 0.00 2.025 3.00 0.00 0.00 0 0.00 2060.85 1524.89 1.479 1526.369 0.03 0.00 JUNCT STR 0.51500 .013416 29.7 10.01 1.557 1528.787 0.00 1.765 3.00 0.00 0.00 0 0.00 2062.85 1525.92 1.310 1527.230 3.43 1.310 0.00 269.75 0.01270 .012717 2332.60 1529.35 1.310 1530.656 29.7 10.01 1.557 1532.213 0.00 1.765 3.00 0.00 0.00 0 0.00 1.49 1.310 0.00 124.32 0.01270 .012015 LICfiNSEE: HALL & FOREMAN F0515P WATER SURFACE PROFILE LISTING PAGE 4 SUMMIT MAINLINE HEIGHTS "C" (CURTIS AVENUE & TRACT 15891) INPUT/OUTPUT FILE: 02148C.INP/OUT STATION INVERT DEPTH ELEV OF FLOW W.S. ELEV Q VEL VEL ENERGY SUPER CRITICAL HEAD GRD.EL. ELEV DEPTH HGT/ BASE/ DIA ID NO. ZL NO AVBPR PIER *'E*EM SO SF AVE HF ++++.+++++x+++++.*+++++*x++++x+r++*+++++.+r+++*xxxxx+rrxrx++++*x++ NORM DEPTH ZR + 2456.92 1530.92 1.353 1532.278 29.7 9.59 1.429 1533.707 0.00 1.765 3.00 0.00 0.00 0 0.00 38.13 0.01270 .010632 0.41 1.310 0.00 2495.05 1531.41 1.404 1532.813 29.7 9.15 1.299 1534.112 0.00 1.765 3.00 0.00 0.00 0 0.00 19.44 0.01270 .009354 0.18 1.310 0.00 2514.49 1531.66 1.457 1533.113 29.7 8.72 1.181 1534.294 0.00 1.765 3.00 0.00 0.00 0 0.00 11.72 0.01270 .008232 0.10 1.310 0.00 2526.21 1531.81 1.512 1533.317 29.7 8.31 1.074 1534.391 0.00 1.765 3.00 0.00 0.00 0 0.00 7.26 0.01270 .007249 0.05 1.310 0.00 2533.47 1531.90 1.570 1533.467 29.7 7.93 0.976 1534.443 0.00 1.765 3.00 0.00 0.00 0 0.00 4.39 0.01270 .006390 0.03 1.310 0.00 2537.86 1531.95 1.631 1533.584 29.7 7.56 0.887 1534.471 0.00 1.765 3.00 0.00 0.00 0 0.00 2.22 0.01270 .005640 0.01 1.310 0.00 2540.08 1531.98 1.696 1533.677 29.7 7.21 0.807 1534.484 0.00 1.765 3.00 0.00 0.00 0 0.00 0.70 0.01270 .004979 0.00 1.310 0.00 2540.78 1531.99 1.765 1533.755 29.7 6.87 0.732 1534.487 0.00 1.765 3.00 0.00 0.00 0 0.00 0.00 JUNCT STR 0.01031 2543.69 1532.02 2.076 1534.096 28.2 5.40 0.453 1534.549 0.00 1.718 3.00 0.00 0.00 0 0.00 0.00 HYDRAULIC JUMP 2543.69 1532.02 1.410 1533.430 28.2 8.64 1.159 1534.589 0.00 1.718 3.00 0.00 0.00 0 0.00 AVW 0.45 0.01507 .008821 0.00 1.213 0.00 2544.14 1532.03 1.412 1533.439 28.2 8.62 1.153 1534.592 0.00 1.718 3.00 0.00 0.00 0 0.00 7.51 0.01507 .008262 0.06 1.213 0.00 2551.65 1532.14 1.466 1533.606 28.2 8.22 1.048 1534.654 0.00 1.718 3.00 0.00 0.00 0 0.00 1.04 0.01432 _007660 0.01 1.230 0.00 2552.69 1532.15 1.474 1533.629 28.2 8.16 1.033 1534.662 0.00 1.718 3.00 0.00 0.00 0 0.00 5.27 0.01432 .007131 0.04 1.230 0.00 2557.96 1532.23 1.530 1533.760 28.2 7.78 0.939 1534.699 0.00 1.718 3.00 0.00 0.00 0 0.00 3.28 0.01432 .006282 0.02 1.230 0.00 2561.24 1532.28 1.589 1533.866 28.2 7.42 0.854 1534.720 0.00 1.718 3.00 0.00 0.00 0 0.00 1.78 0.01432 .005539 0.01 1.230 0.00 2563.02 1532.30 1.651 1533.954 28.2 7.07 0.776 1534.730 0.00 1.718 3.00 0.00 0.00 0 0.00 0.50 0.01432 .004886 0.00 1.230 0.00 2563.52 1532.31 1.718 1534.028 28.2 6.74 0.705 1534.733 0.00 1.718 3.00 0.00 0.00 0 0.00 JUNCT STR 0.01500 .002528 0.01 0.00 2565.52 1532.34 2.376 1534.716 14.1 2.35 0.086 1534.802 0.00 1.196 3.00 0.00 0.00 0 0.00 3.73 0.01877 .000494 0.00 0.795 0.00 2569.25 1532.41 2.303 1534.713 14.1 2.42 0.091 1534.804 0.00 1.196 3.00 0.00 0.00 0 0.00 7.24 0.01375 .000539 0.00 0.861 0.00 2576.49 1532.51 2.198 1534.708 14.1 2.54 0.100 1534.808 0.00 1.196 3.00 0.00 0.00 0 0.00 1.11 0.01375 .000575 0.00 0.861 0.00 2577.60 1532.53 2.176 1534.701 14.1 2.57 0.102 1534.803 0.00 1.196 3.00 0.00 0.00 0 0.00 0.00 HYDRAULIC JUMP 2577.60 1532.53 0.593 1533.118 14.1 14.24 3.150 1536.268 0.00 1.196 3.00 0.00 0.00 0 0.00 0.38 0.01375 .061187 0.02 0.861 0.00 1.11 0.01375 .000575 0.00 0.861 0.00 LICENSEE: HALL & FOREMAN F0515P WATER SURFACE PROFILE LISTING PAGE 6 SUMMIT HEIGHTS MAINLINE "C",(CURTIS AVENUE &, TRACT 15841) INPUT/OUTPUT FILE: 02148C.INP/OUT STATION INVERT DEPTH ELEV OF FLOW W.S. ELEV Q VEL VEL ENERGY SUPER CRITICAL HEAD GRD.EL. ELEV DEPTH HGT/ BASE/ DIA ID NO. ZL NO AVBPR PIER •L/E+E;'x++++•so++xrr++x++r++x++++r++xr+x+rx++rr+++r+:+r+x+SE+pxE+++++.i++++xx++x+x+x+x++++xrNORMrDEPTH++rrx++++++r+r+rr+E+++++++r+++ 2577.60 1532.53 2.176 1534.701 14.1 2.57 0.102 1534.803 0.00 1.196 3.00 0.00 0.00 0 0.00 0.00 HYDRAULIC JUMP 2577.60 1532.53 0.593 1533.118 14.1 14.24 3.150 1536.268 0.00 1.196 3.00 0.00 0.00 0 0.00 0.38 0.01375 .061187 0.02 0.861 0.00 2577.98 1532.53 0.593 1533.123 14.1 14.26 3.156 1536.279 0.00 1.196 3.00 0.00 0.00 0 0.00 1.65 0.13945 .059278 0.10 0.481 0.00 2579.63 1532.76 0.602 1533.362 14.1 13.93 3.014 1536.376 0.00 1.196 3.00 0.00 0.00 0 0.00 2.96 0.13945 .053672 0.16 0.481 0.00 2582.59 1533.17 0.622 1533.795 14.1 13.28 2.737 1536.532 0.00 1.196 3.00 0.00 0.00 0 0.00 2.45 0.13945 .046913 0.11 0.481 0.00 2585.04 1533.52 0.644 1534.159 14.1 12.66 2.488 1536.647 0.00 1.196 3.00 0.00 0.00 0 0.00 2.09 0.13945.041005 0.09 0.481 0.00 2587.13 1533.81 0.665 1534.470 14.1 12.07 2.263 1536.733 0.00 1.196 3.00 0.00 0.00 0 0.00 1.76 0.13945 .035830 0.06 0.481 0.00 2588.89 1534.05 0.688 1534.739 14.1 11.51 2.057 1536.796 0.00 1.196 3.00 0.00 0.00 0 0.00 1.51 0.13945 .031337 0.05 0.481 0.00 2590.40 1534.26 0.712 1534.974 14.1 10.97 1.870 1536.844 0.00 1.196 3.00 0.00 0.00 0 0.00 1.30 0.13945 .027402 0.04 0.481 0.00 2591.70 1534.44 0.736 1535.179 14.1 10.47 1.701 1536.880 0.00 1.196 3.00 0.00 0.00 0 0.00 JOW 1.12 0.13945 .023955 0.03 0.481 0.00 2592.82 1534.60 0.761 1535.361 14.1 9.98 1.546 1536.907 0.00 1.196 3.00 0.00 0.00 0 0.00 0.96 0.13945 .020956 0.02 0.481 0.00 2593.78 1534.73 0.788 1535.522 14.1 9.51 1.406 1536.928 0.00 1.196 3.00 0.00 0.00 0 0.00 0.83 0.13945 .018337 0.02 0.481 0.00 2594.61 1534.85 0.815 1535.665 14.1 9.07 1.278 1536.943 0.00 1.196 3.00 0.00 0.00 0 0.00 0.72 0.13945 .016040 0.01 0.481 0.00 2595.33 1534.95 0.843 1535.792 14.1 8.65 1.162 1536.954 0.00 1.196 3.00 0.00 0.00 0 0.00 0.60 0.13945 .014039 0.01 0.481 0.00 2595.93 1535.03 0.873 1535.906 14.1 8.25 1.056 1536.962 0.00 1.196 3.00 0.00 0.00 0 0.00 0.52 0.13945 .012290 0.01 0.481 0.00 2596.45 1535.11 0.903 1536.009 14.1 7.86 0.960 1536.969 0.00 1.196 3.00 0.00 0.00 0 0.00 0.43 0.13945 .010759 0.00 0.481 0.00 2596.88 1535.17 0.935 1536.101 14.1 7.50 0.873 1536.974 0.00 1.196 3.00 0.00 0.00 0 0.00 0.36 0.13945 .009424 0.00 0.481 0.00 2597.24 1535.21 0.968 1536.183 14.1 7.15 0.793 1536.976 0.00 1.196 3.00 0.00 0.00 0 0.00 0.29 0.13945 .008254 0.00 0.481 0.00 2597.53 1535.26 1.002 1536.258 14.1 6.81 0.721 1536.979 0.00 1.196 3.00 0.00 0.00 0 0.00 0.23 0.13945 .007230 0.00 0.481 0.00 2597.76 1535.29 1.037 1536.325 14.1 6.50 0.656 1536.981 0.00 1.196 3.00 0.00 0.00 0 0.00 0.17 0.13945 .006335 0.00 0.481 0.00 2597.93 1535.31 1.074 1536.386 14.1 6.20 0.596 1536.982 0.00 1.196 3.00 0.00 0.00 0 0.00 0.11 0.13945 .005555 0.00 0.481 0.00 2598.04 1535.33 1.113 1536.440 14.1 5.91 0.542 1536.982 0.00 1.196 3.00 0.00 0.00 0 0.00 0.07 0.13945 .004873 0.00 0.481 0.00 2598.11 1535.34 1.153 1536.490 14.1 5.63 0.493 1536.983 0.00 1.196 3.00 0.00 0.00 0 0.00 LICENSEE: HALL & FOREMAN F0515P PAGE 8 WATER SURFACE PROFILE LISTING SUMMIT HEIGHTS MAINLINE "C" (CURTIS AVENUE & TRACT 15841) INPUT/OUTPUT FILE: 02148C.INP/OUT 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 HF.++++xx++++.++++rx.+NORM+DEPTH+.+...+...r+x.r.+ZR..+++.xrrr+ 0.02 0.13945 .004269 0.00 0.481 0.00 2598.13 1535.34 1.196 1536.536 14.1 5.36 0.447 1536.983 0.00 1.196 3.00 0.00 0.00 0 0.00 m Line "D-1" (Sierra Lakes Parkway &Tract 15843) (from Beech Avenue) DATE: 4/24/2002 F O S 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS HEADING LINE NO 2 IS - MAINLINE "D-1" (SIERRA LAKES PARKWAY & AREA 3A) HEADING LINE NO 3 IS - INPUT/OUTPUT FILE: 0214BD1.INP/OUT r TIME: 10:47 FO515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 18 4 1.50 CD 24 4 2.00 CD 30 4 2.50 r� W S ELEV 1480.61 PAGE NO 2 RADIUS ANGLE ANG PTMAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANGPT MAN H 0.00 0.00 0.00 0 Q3 * Q4 INVERT -3 INVERT -4 PHI 3* PHI 4 0.5 0.0 1480.42 0.00 90.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 * Q4 INVERT-3;INVERT-4 PHI 3* PHI 4 0.4 0.0 1480.76 0.00 40.41 0.00 RADIUS ANGLE ANG PT MAN H 0.00 59.26 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 * Q4 INVERT -3 INVERT -4 PHI 3* PHI 4 1.8 0.0 1485.82 0.00 90.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 * Q4 INVERT -3 INVERT -4 PHI 3* PHI 4 1.7 0.0 1486.05 0.00 80.92 0.00 RADIUS ANGLE ANG PT MAN H 0.00 90.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 * Q4 INVERT -3 INVERT -4 PHI 3* PHI 4 4.5 4.2 1487.23 1487.23 69.65 57.19 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 03 t Q4 INVERT -3 INVERT -4 PHI 3R PHI 4 4.1 0.0 1486.90 0.00 30.95 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 89.25 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 Q3 ; Q4 INVERT -3 INVERT -4 PHI 3t PHI 4 2.8 0.0 1491.19 0.00 64.48 0.00 F 0 5 1 5 P WATER SURFACE PROFILEr- ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEMOUTLET U/S DATA STATION INVERT SECT 994.23 1479.22 30 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 1019.65 1479.61 30 0.013 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N 1040.29 1479.92 30 0.013 ELEMENT NO 4 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 1044.29 1479.98 30 18 0 0.013 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N 1062.59 1480.26 30 0.013 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 1064.59 1480.29 30 18 0 0.013 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N 1066.19 1480.31 30 0.013 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N 1380.62 1485.07 30 0.013 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N 1397.23 1485.32 30 0.013 ELEMENT NO 10 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 1401.23 1485.38 30 18 0 0.013 ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N 1412.*7 1485.55* 30 0.013 ELEMENT NO 12 IS A JUNCTION * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 1414.17 1485.58 30 18 0 0.013 ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N 1415.96 1485.61 30 0.013 ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N 1436.59 1485.92 30 0.013 ELEMENT NO 15 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 1444.59 1486.03 30 18 18 0.013 ELEMENT NO 16 IS A REACH U/S DATA STATION INVERT SECT N 1549.09 1486.55 30 0.013 ELEMENT NO 17 IS A REACH U/S DATA STATION INVERT SECT N 1565.56 1486.65 30 0.013 ELEMENT NO 18 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 1567.56 1486.66 30 24 0 0.013 ELEMENT NO 19 IS A REACH U/S DATA STATION INVERT SECT N 1584.43 1486.73 30 0.013 ELEMENT NO 20 IS A REACH U/S DATA STATION INVERT SECT N 1717.86 1487.90 30 0.013 ELEMENT NO 21 IS A REACH N U/S DATA STATION INVERT SECT 1789.13 1488.57 30 0.013 ELEMENT NO 22 IS A REACH ` N U/S DATA STATION INVERTr SECT 2061.57 1490.94 30 0.013 ELEMENT NO 23 IS A JUNCTION INVERT SECT LAT -1 LAT -2 N U/S DATA STATION 2065.57 1490.97 30 24 0 0.013 W S ELEV 1480.61 PAGE NO 2 RADIUS ANGLE ANG PTMAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANGPT MAN H 0.00 0.00 0.00 0 Q3 * Q4 INVERT -3 INVERT -4 PHI 3* PHI 4 0.5 0.0 1480.42 0.00 90.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 * Q4 INVERT-3;INVERT-4 PHI 3* PHI 4 0.4 0.0 1480.76 0.00 40.41 0.00 RADIUS ANGLE ANG PT MAN H 0.00 59.26 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 * Q4 INVERT -3 INVERT -4 PHI 3* PHI 4 1.8 0.0 1485.82 0.00 90.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 * Q4 INVERT -3 INVERT -4 PHI 3* PHI 4 1.7 0.0 1486.05 0.00 80.92 0.00 RADIUS ANGLE ANG PT MAN H 0.00 90.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 * Q4 INVERT -3 INVERT -4 PHI 3* PHI 4 4.5 4.2 1487.23 1487.23 69.65 57.19 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 03 t Q4 INVERT -3 INVERT -4 PHI 3R PHI 4 4.1 0.0 1486.90 0.00 30.95 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 89.25 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 Q3 ; Q4 INVERT -3 INVERT -4 PHI 3t PHI 4 2.8 0.0 1491.19 0.00 64.48 0.00 r� PAGE NO 3 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 03 Q4 INVERT -3x INVERT -4 PHI 3* PHI 4 3.6 0.0 1491.77 0.00 45.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 * Q4 INVERT -3x INVERT -4 PHI 3* PHI 4 8.4 8.2 1497.36 1479.36 64.48 42.60 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 x Q4 INVERT -3t INVERT -4 PHI 3x PHI 4 0.8 0.0 1498.04 0.00 45.00 0.00 W S ELEV 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 F 0 5 1 5 P WATER SURFACE PROFILE*- ELEMENT CARD LISTING ELEMENT NO 24 IS A REACH U/S DATA STATIONINVERT SECT N 2093.59 1491.23 30 0.013 ELEMENT NO 25 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 2098.26 1491.27 30 18 0 0.013 ELEMENT NO 26 IS A REACH * ' U/S DATA STATION INVERT SECT N 2137.45 1492.60 30 0.013 ELEMENT NO 27 IS A REACH U/S DATA STATION INVERT SECT N 2333.24 1496.80 30 0.013 ELEMENT NO 28 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 2344.09 1497.09 30 24 18 0.013 ELEMENT NO 29 IS A REACH U/S DATA STATION INVERT SECT N 2370.60 1497.54 30 0.013 ELEMENT NO 30 IS A JUNCTION * x * x U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 2374.60 1497.61 30 18 0 0.013 ELEMENT NO 31 IS A REACH * x U/S DATA STATION INVERT SECT N 2459.66 1499.04 30 0.013 ELEMENT NO 32 IS A REACH * * x U/S DATA STATION INVERT SECT N 2477.34 1499.34 30 0.013 ELEMENT NO 33 IS A REACH U/S DATA STATION INVERT SECT N 2488.42 1499.53 30 0.013 ELEMENT NO 34 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 2488.42 1499.53 30 r� PAGE NO 3 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 03 Q4 INVERT -3x INVERT -4 PHI 3* PHI 4 3.6 0.0 1491.77 0.00 45.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 * Q4 INVERT -3x INVERT -4 PHI 3* PHI 4 8.4 8.2 1497.36 1479.36 64.48 42.60 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 x Q4 INVERT -3t INVERT -4 PHI 3x PHI 4 0.8 0.0 1498.04 0.00 45.00 0.00 W S ELEV 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 LICENSEE: HALL & FOREMAN F0515P PAGE 4 WATER SUMMIT SURFACE PROFILE HEIGHTS LISTING MAINLINE "D-1" (SIERRA LAKES PARKWAY & AREA 3A) INPUT/OUTPUT FILE: 02148D1.INP/OUT STATION INVERT DEPTHW.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++++rxxOx+++++xrrrx++x++++rrxxx+++++++rxx+++x+++xr++++AVE:+rxrHF++++++rrr+rxxrx+x+rrNORMxDEPTH+rrrrr+rx+++++++:ZRr+++++++rrx 994.23 1479.22 1.968 1481.188 47.4 11.44 2.031 1483.219 0.00 2.264 2.50 0.00 0.00 0 0.00 25.42 0.01534 .014228 0.36 1.911 0.00 1019.65 1479.61 1.997 1481.607 47.4 11.27 1.974 1483.581 0.00 2.264 2.50 0.00 0.00 0 0.00 20.64 0.01502 .013817 0.29 1.930 0.00 1040.29 1479.92 2.027 1481.947 47.4 11.12 1.919 1483.866 0.00 2.264 2.50 0.00 0.00 0 0.00 JUNCT STR 0.01500 .014093 0.06 0.00 1044.29 1479.98 1.940 1481.920 46.9 11.48 2.045 1483.965 0.00 2.256 2.50 0.00 0.00 0 0.00 18.30 0.01530 .014457 0.26 1.895 0.00 1062.59 1480.26 1.954 1482.214 46.9 11.39 2.015 1484.229 0.00 2.256 2.50 0.00 0.00 0 0.00 JUNCT STR 0.01500 .014729 0.03 0.00 1064.59 1480.29 1.893 1482.183 46.5 11.66 2.110 1484.293 0.00 2.250 2.50 0.00 0.00 0 0.00 1.60 0.01250 .015144 0.02 2.080 0.00 1066.19 1480.31 1.890 1482.200 46.5 11.68 2.119 1484.319 0.00 2.250 2.50 0.00 0.00 0 0.00 129.57 0.01514 .015175 1.97 1.890 0.00 1195.76 1482.27 1.890 1484.161 46.5 11.68 2.119 1486.280 0.00 2.250 2.50 0.00 0.00 0 0.00 143.73 0.01514 .014562 2.09 1.890 0.00 1339.49 1484.45 1.963 1486.410 46.5 11.24 1.962 1488.372 0.00 2.250 2.50 0.00 0.00 0 0.00 41.13 0.01514 .013307 0.55 1.890 0.00 1380.62 1485.07 2.066 1487.136 46.5 10.72 1.783 1488.919 0.00 2.250 2.50 0.00 0.00 0 0.00 9.29 0.01505 .012412 0.12 1.895 0.00 1389.91 1485.21 2.118 1487.328 46.5 10.48 1.707 1489.035 0.00 2.250 2.50 0.00 0.00 0 0.00 7.32 0.01505 .011736 0.09 1.895 0.00 1397.23 1485.32 2.250 1487.570 46.5 9.99 1.551 1489.121 0.00 2.250 2.50 0.00 0.00 0 0.00 JUNCT STR 0.01500 .011595 0.05 0.00 1401.23 1485.38 2.611 1487.991 44.7 9.11 1.287 1489.278 0.00 2.221 2.50 0.00 0.00 0 0.00 10.94 0.01554 .011876 0.13 1.810 0.00 1412.17 1485.55 2.571 1488.121 44.7 9.11 1.287 1489.408 0.00 2.221 2.50 0.00 0.00 0 0.00 JUNCT STR 0.01500 .011433 0.02 0.00 1414.17 1485.58 2.754 1488.334 43.0 8.76 1.191 1489.525 0.00 2.190 2.50 0.00 0.00 0 0.00 1.79 0.01676 .010990 0.02 1.705 0.00 1415.96 1485.61 2.982 1488.592 43.0 8.76 1.191 1489.783 0.00 2.190 2.50 0.00 0.00 0 0.00 20.63 0.01503 .010990 0.23 1.780 0.00 1436.59 1485.92 2.899 1488.819 43.0 8.76 1.191 1490.010 0.00 2.190 2.50 0.00 0.00 0 0.00 JUNCT STR 0.01375 .008991 0.07 0.00 1444.59 1486.03 3.668 1489.698 34.3 6.99 0.758 1490.456 0.00 1.991 2.50 0.00 0.00 0 0.00 104.50 0.00498 .006993 0.73 2.500 0.00 1549.09 1486.55 3.917 1490.467 34.3 6.99 0.758 1491.225 0.00 1.991 2.50 0.00 0.00 0 0.00 16.47 0.00607 .006993 0.12 2.300 0.00 1565.56 1486.65 3.932 1490.582 34.3 6.99 0.758 1491.340 0.00 1.991 2.50 0.00 0.00 0 0.00 JUNCT STR 0.00500 .006207 0.01 0.00 1567.56 1486.66 4.246 1490.906 30.2 6.15 0.588 1491.494 0.00 1.873 2.50 0.00 0.00 0 0.00 16.87 0.00415 .005421 0.09 2.500 0.00 LICENSEE: HALL & FOREMAN F0515P PAGE 5 WATER SURFACE PROFILE LISTING SUMMIT HEIGHTS MAINLINE "D-1" (SIERRA LAKES PARKWAY & AREA 3A) INPUT/OUTPUT FILE: 0214BD1.INP/OUT 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 Ot+.:tx.+.:a+r+.::r:...+:+.+.r..++r•:.+.exSF AVE..+.aHFti+++ti��++:;tayt�NORM�DEPTH.�.x.+:it+i+er+:ttR.rri�tr•:�• 1584.43 1486.73 4.268 1490.998 30.2 6.15 0.588 1491.586 0.00 1.873 2.50 0.00 0.00 0 0.00 133.43 0.00877 .005421 0.72 1.670 0.00 1717.86 1487.90 3.821 1491.721 30.2 6.15 0.588 1492.309 0.00 1.873 2.50 0.00 0.00 0 0.00 71.27 0.00940 .005421 0.39 1.630 0.00 1789.13 1488.57 3.654 1492.224 30.2 6.15 0.588 1492.812 0.00 1.873 2.50 0.00 0.00 0 0.00 272.44 0.00870 .005421 1.48 1.673 0.00 2061.57 1490.94 2.791 1493.731 30.2 6.15 0.588 1494.319 0.00 1.873 2.50 0.00 0.00 0 0.00 JUNCT STR 0.00750 .004941 0.02 0.00 2065.57 1490.97 2.981 1493.951 27.4 5.58 0.484 1494.435 0.00 1.785 2.50 0.00 0.00 0 0.00 28.02 0.00928 .004462 0.13 1.530 0.00 2093.59 1491.23 2.846 1494.076 27.4 5.58 0.484 1494.560 0.00 1.785 2.50 0.00 0.00 0 0.00 JUNCT STR 0.00856 .003914 0.02 0.00 2098.26 1491.27 3.029 1494.299 23.8 4.85 0.365 1494.664 0.00 1.661 2.50 0.00 0.00 0 0.00 15.99 0.03394 .003367 0.05 0.962 0.00 2114.25 1491.81 2.542 1494.355 23.8 4.85 0.365 1494.720 0.00 1.661 2.50 0.00 0.00 0 0.00 0.00 HYDRAULIC JUMP 2114.25 1491.81 1.046 1492.859 23.8 12.23 2.323 1495.182 0.00 1.661 2.50 0.00 0.00 0 0.00 8.37 0.03394 .024713 0.21 0.962 0.00 2122.62 1492.10 1.057 1493.154 23.8 12.06 2.257 1495.411 0.00 1.661 2.50 0.00 0.00 0 0.00 14.83 0.03394 .022746 0.34 0.962 0.00 2137.45 1492.60 1.096 1493.696 23.8 11.49 2.051 1495.747 0.00 1.661 2.50 0.00 0.00 0 0.00 96.80 0.02145 .020259 1.96 1.092 0.00 2234.25 1494.68 1.127 1495.803 23.8 11.07 1.905 1497.708 0.00 1.661 2.50 0.00 0.00 0 0.00 38.91 0.02145 .018081 0.70 1.092 0.00 2273.16 1495.51 1.169 1496.680 23.8 10.56 1.731 1498.411 0.00 1.661 2.50 0.00 0.00 0 0.00 20.44 0.02145 .015903 0.33 1.092 0.00 2293.60 1495.95 1.213 1497.163 23.8 10.07 1.574 1498.737 0.00 1.661 2.50 0.00 0.00 0 0.00 13.03 0.02145 .013996 0.18 1.092 0.00 2306.63 1496.23 1.259 1497.488 23.8 9.60 1.431 1498.919 0.00 1.661 2.50 0.00 0.00 0 0.00 8.89 0.02145 .012330 0.11 1.092 0.00 2315.52 1496.42 1.308 1497.728 23.8 9.15 1.301 1499.029 0.00 1.661 2.50 0.00 0.00 0 0.00 6.36 0.02145 .010871 0.07 1.092 0.00 2321.88 1496.56 1.359 1497.915 23.8 8.73 1.183 1499.098 0.00 1.661 2.50 0.00 0.00 0 0.00 4.60 0.02145 .009591 0.04 1.092 0.00 2326.48 1496.65 1.412 1498.067 23.8 8.32 1.075 1499.142 0.00 1.661 2.50 0.00 0.00 0 0.00 3.14 0.02145 .008472 0.03 1.092 0.00 2329.62 1496.72 1.469 1498.191 23.8 7.93 0.977 1499.168 0.00 1.661 2.50 0.00 0.00 0 0.00 2.06 0.02145 .007494 0.02 1.092 0.00 2331.68 1496.77 1.529 1498.296 23.8 7.57 0.889 1499.185 0.00 1.661 2.50 0.00 0.00 0 0.00 0.01 1.092 0.00 1.20 0.02145 .006638 2332.88 1496.79 1.592 1498.384 23.8 7.21 0.808 1499.192 0.00 1.661 2.50 0.00 0.00 0 0.00 0.36 0.02145 .005884 0.00 1.092 0.00 PAGE 6 LICENSEE: HALL & FOREMAN F0515P WATER SURFACE PROFILE LISTING SUMMIT HEIGHTS MAINLINE "D-1" (SIERRA LAKES PARKWAY & AREA 3A) INPUT/OUTPUT FILE: 02148D1.INP/OUT 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 AVE NORM x++ELE;'+xxr+rro+++r++++++x+x++xr+r+x+r++++rr+xxr+++rr++rr+SF+ rrx++Err+rx+xx++x+rr++x+rr+ +DEPTH ++xx+++++++xx+++r+Er+xx+++x+++ 23.8 6.87 0.733 1499.194 0.00 1.661 2.50 0.00 0.00 0 0.00 2333.24 1496.80 1.661 1498.461 JUNCT STR 0.02673 .002901 0.03 0.00 7.2 1.54 0.037 1499.390 0.00 0.891 2.50 0.00 0.00 0 0.00 2344.09 1497.09 2.263 1499.353 0.00 0.620 0.00 7.83 0.01698 .000280 2351.92 1497.22 2.129 1499.352 7.2 1.62 0.041 1499.393 0.00 0.891 2.50 0.00 0.00 0 0.00 6.35 0.01698 .000302 0.00 0.620 0.00 2358.27 1497.33 2.019 1499.350 7.2 1.69 0.045 1499.395 0.00 0.891 2.50 0.00 0.00 0 0.00 5.56 0.01698 .000333 0.00 0.620 0.00 2363.83 1497.42 1.922 1499.347 7.2 1.78 0.049 1499.396 0.00 0.891 2.50 0.00 0.00 0 0.00 4.95 0.01698 .000370 0.00 0.620 0.00 2368.78 1497.51 1.835 1499.344 7.2 1.86 0.054 1499.398 0.00 0.891 2.50 0.00 0.00 0 0.00 1.82 0.01698 .000398 0.00 0.620 0.00 2370.60 1497.54 1.803 1499.343 7.2 1.90 0.056 1499.399 0.00 0.891 2.50 0.00 0.00 0 0.00 JUNCT STR 0.01750 .000376 0.00 0.00 2374.60 1497.61 1.753 1499.363 6.4 1.74 0.047 1499.410 0.00 0.838 2.50 0.00 0.00 0 0.00 4.22 0.01681 .000367 0.00 0.583 0.00 2376.82 1497.68 1.679 1499.360 6.4 1.82 0.052 1499.412 0.00 0.838 2.50 0.00 0.00 0 0.00 3.90 0.01681 .000412 0.00 0.583 0.00 2382.72 1497.75 1.610 1499.356 6.4 1.91 0.057 1499.413 0.00 0.838 2.50 0.00 0.00 0 0.00 3.56 0.01681 .000464 0.00 0.583 0.00 2386.28 1497.81 1.546 1499.352 6.4 2.01 0.063 1499.415 0.00 0.838 2.50 0.00 0.00 0 0.00 3.36 0.01681 .000524 0.00 0.583 0.00 2389.64 1497.86 1.485 1499.348 6.4 2.11 0.069 1499.417 0.00 0.838 2.50 0.00 0.00 0 0.00 3.09 0.01681 .000592 0.00 0.583 0.00 2392.73 1497.91 1.428 1499.343 6.4 2.21 0.076 1499.419 0.00 0.838 2.50 0.00 0.00 0 0.00 0.00 0.583 0.00 2.94 0.01681 .000670 6.4 2.32 0.083 1499.420 0.00 0.838 2.50 0.00 0.00 0 0.00 2395.67 1497.96 1.373 1499.337 2.66 0.01681 .000759 0.00 0.583 0.00 2398.33 1498.01 1.322 1499.331 6.4 2.43 0.092 1499.423 0.00 0.838 2.50 0.00 0.00 0 0.00 0.00 0.583 0.00 2.50 0.01681 .000862 1499.324 6.4 2.55 0.101 1499.425 0.00 0.838 2.50 0.00 0.00 0 0.00 2400.83 1498.05 1.273 2.33 0.01681 .000978 0.00 0.583 0.00 6.4 2.67 0.111 1499.427 0.00 0.838 2.50 0.00 0.00 0 0.00 2403.16 1498.09 1.226 1499.316 0.00 0.583 0.00 2.16 0.01681 .001110 2405.32 1498.13 1.181 1499.307 6.4 2.80 0.122 1499.429 0.00 0.838 2.50 0.00 0.00 0 0.00 0.00 0.583 0.00 1.31 0.01681 .001262 6.4 2.94 0.134 1499.421 0.00 0.838 2.50 0.00 0.00 0 0.00 2406.63 1498.15 1.139 1499.287 0.00 HYDRAULIC JUMP 6.4 7.32 0.833 1499.566 0.00 0.838 2.50 0.00 0.00 0 0.00 2406.63 1498.15 0.585 1498.733 0.48 0.583 0.00 29.72 0.01681 .016246 2436.35 1498.65 0.596 1499.244 6.4 7.13 0.789 1500.033 0.00 0.838 2.50 0.00 0.00 0 0.00 0.34 0.583 0.00 23.31 0.01681 .014634 0 J LICENSEE: HALL & FOREMAN F0515P PAGE 6 WATER SURFACE PROFILE LISTING SUMMIT HEIGHTS MAINLINE "D-1" (SIERRA LAKES PARKWAY & AREA 3A) INPUT/OUTPUT FILE: 02148D1.INP/OUT Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR STATION INVERT DEPTHW.S. HEAD GRD.EL. ELEV DEPTH DIA ID N0. PIER ELEV OF FLOW ELEV SF A;E HF NORM DEPTH ZR L/ELEM SO ++++ r.++ 2459.66 1499.04 0.617 1499.657 6.4 6.79 0.717 1500.374 0.00 0.838 2.50 0.00 0.00 0 0.00 0.03 0.581 0.00 2.21 0.01697 .013497 6.4 6.74 0.705 1500.402 0.00 0.838 2.50 0.00 0.00 0 0.00 2461.87 1499.08 0.620 1499.697 0.12 0.581 0.00 9.63 0.01697 .012498 2471.50 1499.24 0.641 1499.882 6.4 6.42 0.640 1500.522 0.00 0.838 2.50 0.00 0.00 0 0.00 0.06 0.581 0.00 5.84 0.01697 .010935 2477.34 1499.34 0.664 1500.004 6.4 6.12 0.582 1500.586 0.00 0.838 2.50 0.00 0.00 0 0.00 0.03 0.580 0.00 2.93 0.01715 .009725 2480.27 1499.39 0.680 1500.070 6.4 5.91 0.542 1500.612 0.00 0.838 2.50 0.00 0.00 0 0.00 0.03 0.580 0.00 2.99 0.01715 .008665 2483.26 1499.44 0.704 1500.145 6.4 5.64 0.494 1500.639 0.00 0.838 2.50 0.00 0.00 0 0.00 2.07 0.01715 .007587 0.02 0.580 0.00 1500.206 6.4 5.37 0.448 1500.654 0.00 0.838 2.50 0.00 0.00 0 0.00 2485.33 1499.48 0.729 1.51 0.01715 .006641 0.01 0.580 0.00 6.4 5.12 0.408 1500.665 0.00 0.838 2.50 0.00 0.00 0 0.00 2486.84 1499.50 0.754 1500.257 0.01 0.580 0.00 0.97 0.01715 .005812 2487.81 1499.52 0.780 1500.300 6.4 4.89 0.371 1500.671 0.00 0.838 2.50 0.00 0.00 0 0.00 0.00 0.580 0.00 0.47 0.01715 .005090 6.4 4.66 0.337 1500.673 0.00 0.838 2.50 0.00 0.00 0 0.00 2488.28 1499.53 0.808 1500.336 0.00 0.580 0.00 0.14 0.01715 .004450 2488.42 1499.53 0.838 1500.368 6.4 4.44 0.305 1500.673 0.00 0.838 2.50 0.00 0.00 0 0.00 0 J M Line "D-2" (Sierra Lakes Parkway &Tract 15843) (from Lytle Creek Road) 0 N DATE: 4/25/2002 F O S 1 5 P AtOk WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS HEADING LINE NO 2 IS - MAINLINE "D-2" (SLP FROM LYTLE CREEK ROAD) HEADING LINE NO 3 IS - INPUT/OUTPUT FILE: 02148D2.INP/OUT N m Lq TIME: 13:36 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 18 4 1.50 CD 24 4 2.00 CD 30 4 2.50 m Lq WS ELEV 1500.46 PAGE NO 2 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 60.67 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 * Q4 INVERT-3*INVERT-4 PHI 3* PHI 4 0.5 0.0 1495.94 0.00 44.33 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 89.33 0.00 0 Q3 * Q4 INVERT-3*INVERT-4 PHI 3 PHI 4 4.1 7.7 1497.92 1497.92 62.50 45.00 W S ELEV 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 F 0 5 1 5 P WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 644.33 1494.80 30 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 653.87 1495.09 30 0.013 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N 656.85 1495.10 30 0.013 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N 680.67 1495.19 30 0.013 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N 761.99 1495.44 30 0.013 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 765.99 1495.46 30 18 0 0.013 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N 930.91 1496.20 30 0.013 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N 966.52 1496.34 30 0.013 ELEMENT NO 9 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 983.67 1496.69 30 18 18 0.013 ELEMENT NO 10 IS A TRANSITION U/S DATA STATION INVERT SECT N 987.67 1497.19 24 0.013 ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N 1000.00 1497.35 24 0.013 ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT N 1134.02 1499.07 24 0.013 ELEMENT NO 13 IS A SYSTEM HEADWORRS U/S DATA STATION INVERT SECT 1134.02 1499.07 24 WS ELEV 1500.46 PAGE NO 2 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 60.67 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 * Q4 INVERT-3*INVERT-4 PHI 3* PHI 4 0.5 0.0 1495.94 0.00 44.33 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 89.33 0.00 0 Q3 * Q4 INVERT-3*INVERT-4 PHI 3 PHI 4 4.1 7.7 1497.92 1497.92 62.50 45.00 W S ELEV 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 LICENSEE: HALL & FOREMAN F0515P PAGE 3 WATER SURFACE PROFILE LISTING SUIM7IT HEIGHTS MAINLINE "D-2" (SLP FROM LYTLE CREEK ROAD) INPUT/OUTPUT FILE: 02148D2.INP/OUT 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 +++++++++++rr»rr»»x++++r+xxrrr++++++++rxrr+++++xr+xxxr+++r+xx»»+++++»rr»++r+++++rxrrrrrr++++r»»r+rrxr»»»r+++r+++rrr»++++x+rrr+r»»++ 644.33 1494.80 5.660 1500.460 20.8 4.24 0.279 1500.739 0.00 1.549 2.50 0.00 0.00 0 0.00 9.54 0.03040 .002572 0.02 0.921 0.00 653.87 1495.09 5.395 1500.485 20.8 4.24 0.279 1500.764 0.00 1.549 2.50 0.00 0.00 0 0.00 2.98 0.00336 .002572 0.01 1.810 0.00 656.85 1495.10 5.392 1500.492 20.8 4.24 0.279 1500.771 0.00 1.549 2.50 0.00 0.00 0 0.00 23.82 0.00378 .002572 0.06 1.730 0.00 680.67 1495.19 5.409 1500.599 20.8 4.24 0.279 1500.878 0.00 1.549 2.50 0.00 0.00 0 0.00 81.32 0.00307 .002572 0.21 1.880 0.00 761.99 1495.44 5.368 1500.808 20.8 4.24 0.279 1501.087 0.00 1.549 2.50 0.00 0.00 0 0.00 JUNCT STR 0.00500 .002510 0.01 0.00 765.99 1495.46 5.384 1500.844 20.3 4.14 0.266 1501.110 0.00 1.530 2.50 0.00 0.00 0 0.00 164.92 0.00449 .002449 0.40 1.600 0.00 930.91 1496.20 5.048 1501.248 20.3 4.14 0.266 1501.514 0.00 1.530 2.50 0.00 0.00 0 0.00 35.61 0.00393 .002449 0.09 1.673 0.00 966.52 1496.34 5.048 1501.388 20.3 4.14 0.266 1501.654 0.00 1.530 2.50 0.00 0.00 0 0.00 JUNCT STR 0.02041 .001439 0.02 0.00 983.67 1496.69 4.983 1501.673 8.5 1.73 0.047 1501.720 0.00 0.971 2.50 0.00 0.00 0 0.00 AVW TRANS STR 0.12500 .000921 0.00 0.00 987.67 1497.19 4.433 1501.623 8.5 2.71 0.114 1501.737 0.00 1.039 2.00 0.00 0.00 0 0.00 12.33 0.01298 .001412 0.02 0.790 0.00 1000.00 1497.35 4.296 1501.646 8.5 2.71 0.114 1501.760 0.00 1.039 2.00 0.00 0.00 0 0.00 134.02 0.01283 .001412 0.19 0.790 0.00 1134.02 1499.07 2.765 1501.835 8.5 2.71 0.114 1501.949 0.00 1.039 2.00 0.00 0.00 0 0.00 w �4 4 Line "E" (Tract 15844) DATE: 5/14/2002 AINk F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS HEADING LINE NO 2 IS - LINE "E" (TRACT 15844) HEADING LINE NO 3 IS - INPUT/OUTPUT FILE: 02148E.INP/OUT N Lid TIME: 12:53 FOP WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE 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 Lid N W S ELEV 1474.38 PAGE NO 2 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 45.16 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 * Q4 INVERT-3*INVERT-4 PHI 3t PHI 4 2.8 2.1 1471.42 1471.42 45.00 34.70 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 * 04 INVERT-3*INVERT-4 PHI 3* PHI 4 15.1 0.0 1472.26 0.00 45.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 * Q4 INVERT-3*INVERT-4 PHI 3* PHI 4 4.0 0.0 1472.93 0.00 45.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 * Q4 INVERT-3*INVERT-4 PHI 3 PHI 4 9.2 0.0 1474.77 0.00 67.66 0.00 W S ELEV 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 45.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 F 0 5 1 5 P WATER SURFACE PROFILE*- ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 1006.97 1470.00 36 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 1027.01 1470.31 36 0.013 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N 1044.74 1470.58 36 0.013 ELEMENT NO 4 IS A REACH * ' U/S DATA STATION INVERT SECT N 1049.26 1470.64 36 0.013 ELEMENT NO 5 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 1053.92 1470.72 36 18 18 0.013 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N 1168.87 1471.73 36 0.013 ELEMENT NO 7 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 1177.36 1471.78 36 24 0 0.013 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N 1221.19 1472.00 36 0.013 ELEMENT NO 9 IS A JUNCTION * ' U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 1226.19 1472.02 36 18 0 0.013 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N 1396.07 1472.87 36 0.013 ELEMENT NO 11 IS A TRANSITION U/S DATA STATION INVERT SECT N 1400.74 1473.90 30 0.013 ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT N 1466.73 1474.23 30 0.013 ELEMENT NO 13 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 1470.73 1474.25 30 18 0 0.013 ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N 1515.41 1474.47 30 0.013 ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT SECT N 1550.75 1474.63 30 0.013 ELEMENT NO 16 IS A REACH U/S DATA STATION INVERT SECT N 1569.47 1474.74 30 0.013 ELEMENT NO 17 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 1569.47 1474.74 30 N W S ELEV 1474.38 PAGE NO 2 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 45.16 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 * Q4 INVERT-3*INVERT-4 PHI 3t PHI 4 2.8 2.1 1471.42 1471.42 45.00 34.70 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 * 04 INVERT-3*INVERT-4 PHI 3* PHI 4 15.1 0.0 1472.26 0.00 45.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 * Q4 INVERT-3*INVERT-4 PHI 3* PHI 4 4.0 0.0 1472.93 0.00 45.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 * Q4 INVERT-3*INVERT-4 PHI 3 PHI 4 9.2 0.0 1474.77 0.00 67.66 0.00 W S ELEV 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 45.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 LICENSEE: HALL & FOREMAN F0515P PAGE 3 WATER SURFACE PROFILE LISTING HEIGHTS (�> LINESUMMIT LINE E" (TRACT 15844) INPUT/OUTPUT FILE: 02148E.INP/OUT 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 +rrrrrr+rrrr SO rxxx+rrrrx++rr++x++++rrxr+rr+xx+rrrrxrx+rrrrx+r++rr+++++rr+r+++++rr++x++++rxr++++++rxx++++++r++++++++++++++++rrxx++++++ SF AVE HF NORM DEPTH ZR 1006.97 1470.00 4.380 1474.380 40.0 5.66 0.497 1474.877 0.00 2.059 3.00 0.00 0.00 0 0.00 20.04 0.01547 .003597 0.07 1.467 0.00 1027.01 1470.31 4.142 1474.452 40.0 5.66 0.497 1474.949 0.00 2.059 3.00 0.00 0.00 0 0.00 17.73 0.01523 .003597 0.06 1.474 0.00 1044.74 1470.58 4.006 1474.586 40.0 5.66 0.497 1475.083 0.00 2.059 3.00 0.00 0.00 0 0.00 4.52 0.01327 .003597 0.02 1.535 0.00 1049.26 1470.64 3.963 1474.603 40.0 5.66 0.497 1475.100 0.00 2.059 3.00 0.00 0.00 0 0.00 JUNCT STR 0.01717 .003183 0.01 0.00 1053.92 1470.72 4.103 1474.823 35.1 4.97 0.383 1475.206 0.00 1.926 3.00 0.00 0.00 0 0.00 114.95 0.00879 .002769 0.32 1.607 0.00 1168.87 1471.73 3.412 1475.142 35.1 4.97 0.383 1475.525 0.00 1.926 3.00 0.00 0.00 0 0.00 JUNCT STR 0.00589 .001834 0.02 0.00 1177.36 1471.78 3.669 1475.449 20.0 2.83 0.124 1475.573 0.00 1.435 3.00 0.00 0.00 0 0.00 43.83 0.00502 .000899 0.04 1.361 0.00 1221.19 1472.00 3.488 1475.488 20.0 2.83 0.124 1475.612 0.00 1.435 3.00 0.00 0.00 0 0.00 JUNCT STR 0.00400 .000737 0.00 0.00 1226.19 1472.02 3.533 1475.553 16.0 2.26 0.080 1475.633 0.00 1.277 3.00 0.00 0.00 0 0.00 120.44 0.00500 .000571 0.07 1.203 0.00 400*1 ,. 1346.63 1472.62 3.000 1475.623 16.0 2.26 0.080 1475.703 0.00 1.277 3.00 0.00 0.00 0 0.00 49.44 0.00500 .000533 0.03 1.203 0.00 1396.07 1472.87 2.772 1475.642 16.0 2.35 0.085 1475.727 0.00 1.277 3.00 0.00 0.00 0 0.00 TRANS STR 0.22056 .002067 0.01 0.00 1400.74 1473.90 1.464 1475.364 16.0 5.36 0.446 1475.810 0.00 1.351 2.50 0.00 0.00 0 0.00 10.93 0.00500 .003872 0.04 1.324 0.00 1411.67 1473.95 1.407 1475.362 16.0 5.62 0.490 1475.852 0.00 1.351 2.50 0.00 0.00 0 0.00 4.84 0.00500 .004386 0.02 1.324 0.00 1416.51 1473.98 1.354 1475.333 16.0 5.90 0.540 1475.873 0.00 1.351 2.50 0.00 0.00 0 0.00 0.00 HYDRAULIC JUMP 1416.51 1473.98 1.324 1475.303 16.0 6.06 0.571 1475.874 0.00 1.351 2.50 0.00 0.00 0 0.00 42.62 0.00500 .005020 0.21 1.324 0.00 1459.13 1474.19 1.324 1475.516 16.0 6.06 0.571 1476.087 0.00 1.351 2.50 0.00 0.00 0 0.00 7.60 0.00500 .004858 0.04 1.324 0.00 1466.73 1474.23 1.351 1475.581 16.0 5.91 0.542 1476.123 0.00 1.351 2.50 0.00 0.00 0 0.00 JUNCT STR 0.00500 .002510 0.01 0.00 1470.73 1474.25 1.894 1476.144 6.8 1.70 0.045 1476.189 0.00 0.865 2.50 0.00 0.00 0 0.00 17.63 0.00492 .000342 0.01 0.825 0.00 1488.36 1474.34 1.809 1476.146 6.8 1.79 0.050 1476.196 0.00 0.865 2.50 0.00 0.00 0 0.00 16.08 0.00492 .000382 0.01 0.825 0.00 1504.44 1474.42 1.731 1476.147 6.8 1.87 0.055 1476.202 0.00 0.865 2.50 0.00 0.00 0 0.00 10.97 0.00492 .000421 0.00 0.825 0.00 1515.41 1474.47 1.678 1476.148 6.8 1.94 0.058 1476.206 0.00 0.865 2.50 0.00 0.00 0 0.00 15.59 0.00453 .000467 0.01 0.843 0.00 PAGE 4 LICENSEE: HALL & FOREMAN WATER FO515P SURFACE PROFILE LISTING T HEIGHTS LINE "E" (TRACT 15844) LINE INPUT/OUTPUT FILE: 02148E.INP/OUT STATION INVERT ELEV DEPTH OF FLOW W.S. ELEV Q VEL VEL ENERGY HEAD GRD.EL. SUPER ELEV CRITICAL DEPTH DIA/ ID N0. ZL PIER NO AV13PR SF AVE HF NORM DEPTH ZR *L/ELEMso..x.+..++x.+x.+.x+rx++x++x+++x++x++xr.+xx ..:+.. 1531.00 1474.54 1.609 1476.150 6.8 2.04 0.064 1476.214 0.00 0.865 2.50 0.00 0.00 0 0.00 14.39 0.00953 _000525 0.01 0.843 0.00 1545.39 1474.61 1.545 1476.151 6.8 2.14 0.071 1476.222 0.00 0.865 2.50 0.00 0.00 0 0.00 5.36 0.00453 .000570 0.00 0.843 0.00 1550.75 1474.63 1.521 1476.151 6.8 2.17 0.073 1476.224 0.00 0.865 2.50 0.00 0.00 0 0.00 10.06 0.00588 .000621 0.01 0.790 0.00 1560.81 1474.69 1.461 1476.150 6.8 2.28 0.081 1476.231 0.00 0.865 2.50 0.00 0.00 0 0.00 6.66 0.00588 .000700 0.01 0.790 0.00 1569.47 1474.74 1.409 1476.149 6.8 2.39 0.088 1476.237 0.00 0.865 2.50 0.00 0.00 0 0.00 m Line "E-1" (Tract 15 844) [gas DATE: 4/24/2002 F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS HEADING LINE NO 2 IS - LINE "E-1" (TRACT 15844) HEADING LINE NO 3 IS - INPUT/OUTPUT FILE: 02148E.INP/OUT N Ro m F0515P CHANNEL DEFINITION LISTING PAGE 1 INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) DROP TIME: 13:50 WATER SURFACE PROFILE CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR CODE NO TYPE PIERS WIDTH DIAMETER WIDTH CD 18 4 1.50 CD 24 4 2.00 m F0515P CHANNEL DEFINITION LISTING PAGE 1 INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) DROP m W S ELEV 1475.32 PAGE NO 2 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 45.16 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 03 * Q4 INVERT-3*INVERT-4 PHI 3* PHI 4 1.0 0.0 1472.86 0.00 67.50 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 * Q4 INVERT-3*INVERT-4 PHI 3* PHI 4 7.9 0.0 1472.97 0.00 67.50 0.00 W S ELEV 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 45.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 F 0 5 1 5 P t WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * U/S DATA STATION INVERT SECT 1003.92 1472.28 24 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 1018.59 1472.35 24 0.013 ELEMENT NO 3 IS A REACH * ' U/S DATA STATION INVERT SECT N 1035.91 1472.44 24 0.013 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N 1043.67 1472.48 24 0.013 ELEMENT NO 5 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 1047.67 1472.50 24 18 0 0.013 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N 1092.31 1472.72 24 0.013 ELEMENT NO 7 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 1096.31 1472.74 24 18 0 0.013 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N 1120.63 1472.86 24 0.013 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N 1138.67 1472.95 24 0.013 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N 1149.74 1473.01 24 0.013 ELEMENT NO 11 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 1199.74 1473.01 24 m W S ELEV 1475.32 PAGE NO 2 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 45.16 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 03 * Q4 INVERT-3*INVERT-4 PHI 3* PHI 4 1.0 0.0 1472.86 0.00 67.50 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 Q3 * Q4 INVERT-3*INVERT-4 PHI 3* PHI 4 7.9 0.0 1472.97 0.00 67.50 0.00 W S ELEV 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 45.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 LICENSEE: HALL & FOREMAN F0515P PAGE 3 WATER SURFACE PROFILE LISTING SUMMIT HEIGHTS LINE "E-1" (TRACT 15844) INPUT/OUTPUT FILE: 02148E.INP/OUT 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 rrrrrrr++r+++++re+++xx+++++++++++rx+xxrr++x++++++rrrr+r++++x++rrxx++r++r++++++r+r+++++rrxxrrrr:rr++++++xxrx SO SF AVE HF NORM DEPTH rrxrr+r+++rrx+xrrrrrrr++ ZR 1003.92 1472.28 3.040 1475.320 15.1 4.81 0.359 1475.679 0.00 1.401 2.00 0.00 0.00 0 0.00 14.67 0.00477 .004455 0.07 1.580 0.00 1018.59 1472.35 3.035 1475.385 15.1 4.81 0.359 1475.744 0.00 1.401 2.00 0.00 0.00 0 0.00 17.32 0.00520 .004455 0.08 1.520 0.00 1035.91 1472.44 3.073 1475.513 15.1 4.81 0.359 1475.872 0.00 1.401 2.00 0.00 0.00 0 0.00 7.76 0.00515 .004455 0.03 1.522 0.00 1043.67 1472.48 3.068 1475.548 15.1 4.81 0.359 1475.907 0.00 1.401 2.00 0.00 0.00 0 0.00 JUNCf STR 0.00500 .004170 0.02 0.00 1047.67 1472.50 3.154 1475.654 14.1 4.49 0.313 1475.967 0.00 1.353 2.00 0.00 0.00 0 0.00 44.64 0.00493 .003885 0.17 1.470 0.00 1092.31 1472.72 3.108 1475.828 14.1 4.49 0.313 1476.141 0.00 1.353 2.00 0.00 0.00 0 0.00 JUNCT STR 0.00500 .002318 0.01 0.00 1096.31 1472.74 3.468 1476.208 6.2 1.97 0.060 1476.268 0.00 0.881 2.00 0.00 0.00 0 0.00 24.32 0.00493 .000751 0.02 0.870 0.00 1120.63 1472.86 3.366 1476.226 6.2 1.97 0.060 1476.266 0.00 0.881 2.00 0.00 0.00 0 0.00 18.04 0.00499 .000751 0.01 0.862 0.00 1138.67 1472.95 3.298 1476.248 6.2 1.97 0.060 1476.308 0.00 0.881 2.00 0.00 0.00 0 0.00 11.07 0.00542 _000751 0.01 0.842 0.00 1149.74 1473.01 3.247 1476.257 6.2 1.97 0.060 1476.317 0.00 0.881 2.00 0.00 0.00 0 0.00 Line "F" (Tract 15842) Lid DATE: 4/19/2002 F O S 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS HEADING LINE NO 2 IS - LINE "F" (TRACT 15842) HEADING LINE NO 3 IS - INPUT/OUTPUT FILE: 02148F.INP/OUT rla m 10 L TIME: 9:13 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(B) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 16 4 1.50 CD 24 4 2.00 CD 30 4 2.50 CD 36 4 3.00 10 L PAGE NO 2 WS ELEV 1514.49 RADIUS ANGLE ANG PT F 0 5 1 5 P 0.00 0.00 WATER SURFACE PROFILE - ELEMENT CARD LISTING RADIUS ELEMENT NO 1 IS A SYSTEM OUTLET ` MAN H 22.50 0.00 U/S DATA STATIONINVERT SECT ANGLE ANG PT MAN H 1008.18 1509.02 36 0.00 ELEMENT NO 2 IS A REACH ANGLE ANG PT MAN H 0.00 U/S DATA STATION INVERT SECT N ANGLE ANG PT 1012.51 1509.04 36 0.013 ELEMENT NO 3 IS A REACH RADIUS ANGLE ANG PT MAN H U/S DATA STATION INVERT SECT N r r Q3 Q4 INVERT -3 INVERT -4 r PHI 3 1030.18 1509.11 36 0.013 ELEMENT NO 4 IS A REACH • ' ' U/S DATA STATION INVERT SECT N 1164.42 1509.47 36 0.013 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N 1201.64 1509.64 36 0.013 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N 1201.64 1509.79 36 0.013 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N 1212.69 1509.84 36 0.013 ELEMENT NO 8 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 1217.63 1510.08 36 24 0 0.013 ELEMENT NO 9 IS A TRANSITION U/S DATA STATION INVERT SECT N 1223.52 1510.38 30 0.013 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N 1306.13 1510.71 30 0.013 ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N 1341.28 1510.85 30 0.013 ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT N 1404.76 1511.11 30 0.013 ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N 1406.43 1511.11 30 0.013 ELEMENT NO 14 IS A SYSTEM HEADWORKS ` U/S DATA STATION INVERT SECT 1406.43 1511.11 30 PAGE NO 2 WS ELEV 1514.49 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 22.50 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 332.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 r r Q3 Q4 INVERT -3 INVERT -4 r PHI 3 PHI 4 12.9 0.0 1510.33 0.00 81.00 0.00 W S ELEV 0.00 RADIUS ANGLE ANG PT MAN H 306.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 357.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 668.00 0.00 0.00 0 F0515P PAGE 3 LICENSEE: HALL & FOREMAN WATER SURFACE PROFILE LISTING SUMMIT HEIGHTS LINE "F" (TRACT 15842) INPUT/OUTPUT FILE: 02148F.INP/OUT 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 ZD N0. PIER SF AVE HF NORM DEPTH ZR /ELEM r + r+r rrx+ SO rrx+rrr++rrrrrrrr+rrr++*rrx+rrr++rrrrrrrrrr ++ rrr+rr+xrr:++r rrrrrrrr++xrr *?rrrrr+rrrrr+rrrrrrrrr+rrr+++r++ar:r++r 1008.18 1509.02 5.470 1514.490 31.1 4.40 0.301 1514.791 0.00 1.808 3.00 0.00 0.00 0 0.00 4.33 0.00462 .002174 0.01 1.824 0.00 1012.51 1509.04 5.459 1514.499 31.1 4.40 0.301 1514.800 0.00 1.808 3.00 0.00 0.00 0 0.00 17.67 0.00396 .002174 0.04 1.921 0.00 1030.18 1509.11 5.428 1514.538 31.1 4.40 0.301 1514.839 0.00 1.808 3.00 0.00 0.00 0 0.00 134.24 0.00268 .002174 0.29 2.225 0.00 1164.42 1509.47 5.360 1514.830 31.1 4.40 0.301 1515.131 0.00 1.808 3.00 0.00 0.00 0 0.00 37.22 0.00457 _002174 0.08 1.831 0.00 1201.64 1509.64 5.271 1514.911 31.1 4.40 0.301 1515.212 0.00 1.808 3.00 0.00 0.00 0 0.00 1201.64 1509.79 5.121 1514.911 31.1 4.40 0.301 1515.212 0.00 1.808 3.00 0.00 0.00 0 0.00 11.05 0.00453 .002174 0.02 1.836 0.00 1212.69 1509.84 5.095 1514.935 31.1 4.40 0.301 1515.236 0.00 1.808 3.00 0.00 0.00 0 0.00 JUNCT STR 0.04858 .001460 0.01 0.00 1217.63 1510.08 5.221 1515.301 18.2 2.57 0.103 1515.404 0.00 1.366 3.00 0.00 0.00 0 0.00 TRANS STR 0.05093 .001357 0.01 0.00 1223.52 1510.38 4.840 1515.220 18.2 3.71 0.213 1515.433 0.00 1.445 2.50 0.00 0.00 0 0.00 82.61 0.00400 .001969 0.16 1.543 0.00 1306.13 1510.71 4.673 1515.383 18.2 3.71 0.213 1515.596 0.00 1.445 2.50 0.00 0.00 0 0.00 35.15 0.00398 .001969 0.07 1.544 0.00 1341.28 1510.85 4.602 1515.452 18.2 3.71 0.213 1515.665 0.00 1.445 2.50 0.00 0.00 0 0.00 63.48 0.00410 .001969 0.12 1.530 0.00 1404.76 1511.11 4.467 1515.577 18.2 3.71 0.213 1515.790 0.00 1.445 2.50 0.00 0.00 0 0.00 1.67 0.00000 .001969 0.00 0.000 0.00 1406.43 1511.11 4.470 1515.580 18.2 3.71 0.213 1515.793 0.00 1.445 2.50 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 141 acres located to the east as identified in the Master Drainage Study. The Master Drainage Study also identified a total peak run-off of 496 cfs to the Highland Channel for a 25 -year storm. As shown in the calculations, a total peak run-off of 469 cfs was calculated for a 25 -year storm and a peak run-off of 641 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. M N N City of Fontana Miscellaneous Reference Plates N A SAN BERNARDINO COUNTY HYDROLOGY MANUAL OVER PAGE WITH R.C.E. STAMP IISCUSSION (PURPOSE, DESCRIPTION OF WATERSHED, METHODOLOGY, SUMMARY) VATERSHED BOUNDARY/ TOPOGRAPHIC MAP VATERSHED INFORMATION FORM (FIG. E-7 ) WATERSHED GEOMETRIC INFORMATION MAP WATERSHED POINT RAINFALL ISOHYETAL MAPS WATERSHED POINT RAINFALL AREA - AVERAGING CALCULATIONS WATERSHED AREA AVERAGED POINT RAINFALL ESTIMATIONS FOR PEAK S AND 30 MINUTES, AND 3 -HOURS OF RAINFALL. (FIG. D-3 AND E-8 ) ADJUSTED AND UNADJUSTED MASS RAINFALL PLOTS (FIG. E-8) WATERSHED RUNOFF HYDROGRAPH (3 -HOUR OR 24-HOUR STORM, AS APPROPRIATE ) APPENDICES TO REPORT ( *.y. a SOIL LOSS CALCULATIONS, ttc. ) REQUIRED REPORT FORMAT FOR UNIT HYDROGRAPH STUDY 41P 6 I - 71- ogs Q, ""A § IN: M Ak R, ...... - WIEN A -M! 4 *AN� MON MOR, �Ndn K,� Vf= , if, 'pi AN nz, F ELI' MOP RT IA 'g -g -WR s Uzi 7, y AN W .14-11 AIM"IMP- 'i w -UN --, I I MIR 'MM MORS, N , ,, -- - - ., R INT -Z 'M" v k4l t'ILV 'L2.7. km mi 11 1, -1, RR - Lmmmw",al V AM, o oki INE R It, g -v) It A ex-',"� VIA, y r2V 4A Im"M MOM gw -im r� gp,; -44� Kwp M L Awl % IN R/W SETBACK TO WALL PER 1/2 R/W DEVELOPMENT CODE ON RESIDENTIAL SIDEYARDS W P - OR COMMERCIAL SETBACKS. LEVEL. LINE REFERENCE- AC PAVING IS CENTERLINE r .. 2% 2. LEVEL--- l �_ _ LA 0.5' SEE NOTESIDEWALL K OVER 90%.NO. 7 12" MINIMUM OF 95' COMPACTED NATIVE SUBGRADE CURB COMPACTED NATIVE ' i SEE NOTE 2 AND -GUTTER SEE NOTE 8 TYPICAL MID -BLOCK 112 WIDTH STREET SECTION Roadway Designation R/W W Parkway P Sidewalk S "A" 6" CURB "A- 8" CURB MIN. AC Local 64' 20' 12' 5' —0.01' - 0.16' 4" Local Short<600') 60' 18' 12' 5' 0.03' 0.20' 4" ILoco[ °COri l 60' 24' 6' 4.5' N/A 0.08' 5.5' Collector 68' 22' 12' 5' N/A 0.12' 4.5" 1 l str oi, 68' 28' 6' 5' N/A 0 5.5" Secondary 92' 34' 12' 1 6' N/A 1 —0.12' 6,5" rim NOTES: 1. THE LEVEL UNE OFFSETS ARE BASED UPON A STRAIGHT -GRADE CROSSFALL OF 29: EXCEPT AS OTHERWISE APPROVED BY THE CITY- ENGINEER. 'A" CALCULATION INCLUDES 3/8" ASPHALT UP. 2. ACTUAL THICKNESS OF A.C. PAVEMENT ANO/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. 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 PUBLIC WORKS -CONSTRUCTION (GREEN BOOK - LATEST EDITION) AND AS APPROVED BY THE CITY ENGINEER. 5. INTERSECTION CROSS-SECTIONS/GEOMETRY SHALL BE BASED UPON AN ALIGNMENT 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 LOCATKON/WIDTH OF SIDEWALK MAY- VARY AND SHALL BE DETERMINED AT PLAN REVIEW AS APPROVED BY THE CITY- ENGINEER. Na 25126 EXP. 12/31/01 APP BY: CITY ENGINEER DATE ROBERT W. WEDDLE DRAWN BY: ERIC LEWIS CITY OF FONTANA TYPICAL UNDIVIDED STREET SECTIONS at -0 � DATE OF LAST REVISION: STD. PLAN NO. 1000 SHT. 1 OF 1 * Pre P o y P11 o` >l3�� O �Z 0 o ^` o 0 z a � �o M -4 �. NOTES: ,Z >Ei 1. STREET GRADES AND GEOMETRICAL DESIGN CRITERIA SHALL CONFORM; T,0 STANDARD DESIGN O C M O PRACTICES. CRITERIA SHOWN ARE SUBJECT TO CHANGE AS REQUIRED -BY THE CITY ENGINEER. on MINIMUM GRADE - 0.40%, MAXIMUM GRADE - 107. SEE STANDARD DETAILS 1000 AND 1001 FOR c 3 p ADDITIONAL DESIGN PARAMETERS. N M N 2 2. THE DESIGN ENGINEER SHALL OBTAIN APPROVAL FROM THE CITY ENGINEER FOR THE PROPOSED Z "� TRAFFIC INDEX, PRIOR TO DESIGN SUBMITTAL FOR STREET STRUCTURAL SECTION. ,-moi N D 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. ' STREET CLASSIFICATION ' J � W ' Qa aC0 �� �Q L) V) �lUJli rp U W �� OQ co O� O p V=' a= 1 Z Z V �� V N TRAFFIC INDEX (TI) (SEE NOTE 2� - 7�9 5,5 5.5 6.5 9-10.5 BASED UPON MIN, 20 YEAR DESIGN LIF . 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 825 825 375 * 375,* 825 1400 1750 2200 CENTERLINE RADIUS (FT) * AS APPROVED BY THE CITY ENGINEER (R�200' MINIMUM) MINIMUM DESIGN SPEED (MPH) 40 40 30 30 40 50 55 60 RESIDENTIAL ACCESS PROHIBITED 0 W N O J rn it J N N NO' NO NO NO YES YES YES YES COMMERCIAL/INDUSTRIAL DRIVEWAY ACCESS AS APPROVED BY THE CITY ENGINEER INTERSECTION INTERVALS REFER TO STREET DESIGN CRITERIA * Pre P o y P11 o` >l3�� O �Z 0 o ^` o 0 z a � �o M -4 �. NOTES: ,Z >Ei 1. STREET GRADES AND GEOMETRICAL DESIGN CRITERIA SHALL CONFORM; T,0 STANDARD DESIGN O C M O PRACTICES. CRITERIA SHOWN ARE SUBJECT TO CHANGE AS REQUIRED -BY THE CITY ENGINEER. on MINIMUM GRADE - 0.40%, MAXIMUM GRADE - 107. SEE STANDARD DETAILS 1000 AND 1001 FOR c 3 p ADDITIONAL DESIGN PARAMETERS. N M N 2 2. THE DESIGN ENGINEER SHALL OBTAIN APPROVAL FROM THE CITY ENGINEER FOR THE PROPOSED Z "� TRAFFIC INDEX, PRIOR TO DESIGN SUBMITTAL FOR STREET STRUCTURAL SECTION. ,-moi N D 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. ' STREET CLASSIFICATION ' J � W ' Qa aC0 �� �Q L) V) �lUJli rp U W �� OQ co O� O p V=' a= 1 Z Z V �� V N TRAFFIC INDEX (TI) (SEE NOTE 2� - 7�9 5,5 5.5 6.5 9-10.5 BASED UPON MIN, 20 YEAR DESIGN LIF . 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 825 825 375 * 375,* 825 1400 1750 2200 CENTERLINE RADIUS (FT) * AS APPROVED BY THE CITY ENGINEER (R�200' MINIMUM) MINIMUM DESIGN SPEED (MPH) 40 40 30 30 40 50 55 60 RESIDENTIAL ACCESS PROHIBITED 0 W N O J rn it J N N LIM Ad NORTH a RECOMMENDED UTILITY LOCATION SOU EAST UTILITY MIN. COVER ® WATER 36" ® STORM DRAIN Varies © SEWER Varies ® GAS 30" ® POWER 48" TELEPHONE -CATV 36" T'• Varies 48" _ Fre Hydrant 1 Varies R4W r pit l� 5 WE! 4. 'V:�:1•. w ate' .r _ � 1 6� I=Ml N. 6� 5' at IPA Typical Fbrkway Section Typical Adjacent Sidewalk Section •,. 9 I. STORM DRAIN 2- SEWER 3, POWER & TELEPHONE 4 CURB 8 GUTTER 5. WATER 6. GAS 7. PAVING Notes = 1. Where Ultimate Street Improvements Am To Be Constructed, Minimum Cover Of Utility Lines May Be Varied To Focililate lnstollatIns 2. The Utility Companies Shall Make Every Effort To Loc&e Their Facilities In The Recammended 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 Telephone Position. 4. The Center 24 Of The Street Shall Be Reserved For Sewer And Storm Drain Installation. 5. Surface Ot Vaults Or Manhdes Must Match Pavement And Parkway Grades. Streets, 6. Repair Of Trenches And Replacement Of Paved Surfacing In Existing City Roods Shall Be In Accordance With Current Specifications For Trench Repair. 7. Whenever Possible, Manhole Covers Shall Not Be Placed Within The Sidewalks. CITY OF FONTANA, CALIFORNIA Drawn By Garlos Navarro Checked By B. R��fet UNDERGROUND UTILITY LOCATION Approved CITY ENGINEER - .r ii - 77 STO. DETAIL 129 UTILITY MIN. COVER ® WATER 36" ® STORM DRAIN Varies © SEWER Varies ® GAS 30" ® POWER 48" TELEPHONE -CATV 36" ® STREET LIGHTS 48" •,. 9 I. STORM DRAIN 2- SEWER 3, POWER & TELEPHONE 4 CURB 8 GUTTER 5. WATER 6. GAS 7. PAVING Notes = 1. Where Ultimate Street Improvements Am To Be Constructed, Minimum Cover Of Utility Lines May Be Varied To Focililate lnstollatIns 2. The Utility Companies Shall Make Every Effort To Loc&e Their Facilities In The Recammended 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 Telephone Position. 4. The Center 24 Of The Street Shall Be Reserved For Sewer And Storm Drain Installation. 5. Surface Ot Vaults Or Manhdes Must Match Pavement And Parkway Grades. Streets, 6. Repair Of Trenches And Replacement Of Paved Surfacing In Existing City Roods Shall Be In Accordance With Current Specifications For Trench Repair. 7. Whenever Possible, Manhole Covers Shall Not Be Placed Within The Sidewalks. CITY OF FONTANA, CALIFORNIA Drawn By Garlos Navarro Checked By B. R��fet UNDERGROUND UTILITY LOCATION Approved CITY ENGINEER - .r ii - 77 STO. DETAIL 129 Hydrological Data Md 3182 9 1w T t it /Sa\ f aorrow Pit —4 143/ HIGHLAND % 3777 230000 3776 -x;-1 1: .3407130Q — -------- t— ....... 1170361 455 4% 2160044 FEET I A\N Mapped, edited, and published by the Geological Survey r. -,q 33. IJ nk �14 . 4— Wei 41, • % A" 4 'W ts all OAD few. -6, 10 Rev& 74 �11110 w ?14 —15 % f6" it AVE zF1 C Tei city rT L $;Otis —14 '1 00 we4 I, 0 t HIGHLAND 15w Isn POP We=7 P "substation ll GILFILLA N a z A dd Z it AtRP"T ILL, —717 oat- .r... P* N, -55 ti P It33 ..... . ........ 36 qY.MfP RA I Flt 0. A ..... ... .. . .. ..... . ....... . ... . .. ............ ............. 457 2790" R, 6 W. R 5w. 4 w6t ANA FON TA NA FCALIF. IF. stj S W. 461 25' .462 2552 Ill SW SCA(_ E 124 000 i Cowight (C) 1997, Maptech, Inc. �7 —6 T t it /Sa\ f aorrow Pit —4 143/ HIGHLAND % 3777 230000 3776 -x;-1 1: .3407130Q — -------- t— ....... 1170361 455 4% 2160044 FEET I A\N Mapped, edited, and published by the Geological Survey r. -,q 33. IJ nk �14 . 4— Wei 41, • % A" 4 'W ts all OAD few. -6, 10 Rev& 74 �11110 w ?14 —15 % f6" it AVE zF1 C Tei city rT L $;Otis —14 '1 00 we4 I, 0 t HIGHLAND 15w Isn POP We=7 P "substation ll GILFILLA N a z A dd Z it AtRP"T ILL, —717 oat- .r... P* N, -55 ti P It33 ..... . ........ 36 qY.MfP RA I Flt 0. A ..... ... .. . .. ..... . ....... . ... . .. ............ ............. 457 2790" R, 6 W. R 5w. 4 w6t ANA FON TA NA FCALIF. IF. stj S W. 461 25' .462 2552 Ill SW SCA(_ E 124 000 i Cowight (C) 1997, Maptech, Inc. 4- + 4 4— 7�i R6 i5W i 4WrlTiw r— I RIW RIE R2E us 1.7 R8 I R7W 7.,30W A 4N 1!�tl 14 1. L 4— j T T. .2- L Z* kwT A 777 1-41. WILR \,Go + ✓ —4- —1 7 a 9 'o 12 . 7-1 \4 "of • Rw 2, 1 22 q4_ T k I All SAN Tnwlo y Fq. L. Aft*0 �1`lh L P" BE T��N W. 2.7t r,17— V*.LM T Lmm 1-4 A. L 4 1 7 A :1 71 - TIN — L I I DAM v A7 T I N t At A LA SAN RNARDiPO 7-k" IPL !LARIIII�T RIA q f 0 ry ID TIS COLTON . . ........... vs ON Af"77 A, REDLANDS _T AX L LIZ y A" Ttftl�M �v _J( CHAO 1 . RZ lvg mot couli;TT f31*00 /7 + T2S ERSIDE Sr� r 7_2 wor 4 4W R3 ..... R2w\ L' /R I COLINTY S -4- —1 - 4- Mr2=01STRICT I 1, 5 VALLEY AREA MA. REDUCED DRAWING CONT T3S .1loL ISONYETALS DAM SCALE 1 4 MILES Yoo-100YEAR I HOUR i5W mAsm ON UJWt- MCA& ArLM It. WS 4A SAN BERNARDINO COUNTY • 8 I w w HYDROLOGY MANUAL8 ISOLI14ES PRECIPITATION (INCHES) ma ifta ............................ C, Noma r-auL vm_4 FIGURE R-4 i c .a�s uoj�zs"a:re�' _ a 7a. ycy ilK x.3 (�i11 n� ` t ..7021 ;I �' € vi 1 Zi ki er wl �.-6wt� •1 a=■:I:IIIIIGH ZIIR: M County of San Bernardino Flood Control District Page 1 of 2 Search FLOOD B'I 1 CONTROL SAN \ F • ERNADISTRICT Department of Public Works - Flood Control District Ken A. Miller, Director Department of Public Works 825 East Third Street San Bernardino, Ca 92415 Contact phone numbers: Administration - Ken A. Miller - Director (909)387-7906 Planning - Patrick Mead - Assistant Director (909)387-7916 Project Development - Vana Olson - Assistant Director (909)387-7918 Operations - Ted Golondzinier - Assistant Director (909)387-7913 Administrative Services - Charles Williams - Chief (909)387-8083 Computer Services - Timothy Meyer - Manager (909)387-8094 Contracts - Jerry Ivy - Chief (909)387-7920 Environmental Management - Naresh Varma - Chief (909)387-8109 Etiwanda/San Sevaine Project - Bill Collins - Chief (909)387-7983 Federal Projects & Flood Control Engineering - Jim Borcuk - Chief (909)387-7962 Flood Control Operations/Permits - Glenn Pruim - Chief (909)387-7995 Flood Control Planning - Annesley Ignatius - Chief (909)387-8120 GIMS - Brent Rolf - Chief (909)387-5391 htti)://www.co.san-bemardino.ca.us/flood/ 9/25/2001 The Department of Public Works, Flood Control District is responsible for providing safe and Home usable public roadways in the unincorporated areas of the County, and for providing flood Contracts control and related services throughout the County, including the city incorporated areas. Construction Environmental Flood Control Functions San Timoteo Creek The Flood Control functions are handled through the San Bernardino County Flood Control District Seven Oaks Dam under State legislation enacted in 1939. Storm Water Water Resources The District has developed a very extensive system of facilities, including dams, conservation basins, these facilities is to intercept and convey flood flows Regional Parks channels, and storm drains. The purpose of through and away from the major developed areas of the County. Transportation Waste System The principle functions are: County Home • Flood Protection on major streams. • Water Conservation. • Storm drain construction. • Flood operations. The District covers the entire County, including all of the incorporated cities within the County. The District is divided into six geographic flood zones(in recognition of the different characteristics and flood control needs in various areas). Each zone has a Citizens Advisory Committee that makes recommendations to the Board of Supervisors regarding the District's activities and work programs. Department Address: Department of Public Works 825 East Third Street San Bernardino, Ca 92415 Contact phone numbers: Administration - Ken A. Miller - Director (909)387-7906 Planning - Patrick Mead - Assistant Director (909)387-7916 Project Development - Vana Olson - Assistant Director (909)387-7918 Operations - Ted Golondzinier - Assistant Director (909)387-7913 Administrative Services - Charles Williams - Chief (909)387-8083 Computer Services - Timothy Meyer - Manager (909)387-8094 Contracts - Jerry Ivy - Chief (909)387-7920 Environmental Management - Naresh Varma - Chief (909)387-8109 Etiwanda/San Sevaine Project - Bill Collins - Chief (909)387-7983 Federal Projects & Flood Control Engineering - Jim Borcuk - Chief (909)387-7962 Flood Control Operations/Permits - Glenn Pruim - Chief (909)387-7995 Flood Control Planning - Annesley Ignatius - Chief (909)387-8120 GIMS - Brent Rolf - Chief (909)387-5391 htti)://www.co.san-bemardino.ca.us/flood/ 9/25/2001 e Tentative Tract Maps m N kL xeo 1181 ;ED 1P F uc1 EE TV NDE M4 71 T TI s 5 N ER. N Lf l 92' R/W SUMMIT AVENUE E>rl[ 46' 68R/W CURTIS AVE. L LYTLE CI F1Fi)f ROAD 72' R/W A: "D, 'E, P ENTRY STREET SIAIt Ur I.ALlr UKNIA. BEING A SUBDIVISION OF A FORTION OF NEST 1/2 OF THE NEST 1/2 OF SECTION 25. TOWNSHIP 1 NORTH RANGE 6 NEST, SAN BERNARDINO MERIDIAN. RECEIVED AUGUST, 1998 JUL 3 1 203 LOTS 39.2 + ACRES (GROSS) SCALE 1' = 100 1GBYfsew, I„� EARTHWORK OUANTITY ESTIMATE: (RAW) ASSES30iS PARCEL NO. 220-141-04 CUT = 77,320 + C.Y. FOL = 74,270 + C -Y_ JUL 312001 OWNER/DEVELOPER: YAD.IE AND ASSOCIATES, UIC. >� 1.wo OF THOW E INLAND RE � PLANNERS_ HARLON / JOHNSON J.V. P.D. BON 11,6 GENERAL NOTES: 1. THIS SUBDIVISION IS WITHIN THE SUMMIT HEIGHTS SPECIFIC PLAN LIMITS 2. TOPOGRAPHY IS BASED IRON AERIAL PHOTOGRAMMETRIC METHODS COMPILED JUNE. 1997 BY MADOLE 6 ASOCIATES. INC. 3. PROPOSED LAND USE IS LOW DENSITY SINGLE FAMILY RESIDENTIAL. 4. CITY OF FONTANA. UTILITY SERVICE: WATER - FONTANA WATER COMPANY CRAWFORD CANYON MUTUAL MATER CO. SEWER - CITY OF FONTANA ELECTRICITY - SOUTHERN CALIFORNIA EDISON COMPANY GAS - SOUTHERN CALIFORNIA GAS COMPANY TELEPONE - PACIFIC BELL COMPANY GENERAL TELEPHONE COMPANY CABLE TV - COMCAST S. ALL DIMENSIONS• AREAS, ELEVATIONS, GRADES. ETC. ARE APPROXIMATE AND SUBJECT TO CHANGE AT FINAL DESIGN. 6. DRAINAGE PATTERNS AND DELINEATED STORM DRAIN FACILITIES ARE SUBJECT TO MODIFICATION SUBJECT TO THE STATUS OF MAJOR STORM DRAIN SYSTEMS AT TIME OF FINAL PLAN PREPARATION. ALL DRAINAGE SYSTEMS AND IMPROVEMENTS ARE SUBJECT TO APPROVAL BY THE CITY ENGINEER. 7. MINIMUM LOT STANDARDS: AREA - 6, 200 S.F. MIN. WIDTH- 55' MIN. (60' CORNER LOTS) DEPTH 95' MIN. 1 - � / ,✓ 1 /vim / �. ., - --- VICINITY MAP ! �� NOT TO SCALE ,Y i r / , S . IX Dom- "WEBS ��3®9b1s60o�1n I` \2• LEGEND: -S- SEWER LINEJ � EARTHWORK QUANTITY ESTI1[ATE: —W— WATER LINE CUT = 30,740 ± C.Y. -SO- STORM DRAIN LINE FILL = 42,740 ± C.Y. EXISTING CONTOURS 45 LOT NUMBERS SCALE IN FEET °.4° s DRAINAGE FLOW 00 200 300 400 q ( RIW RIW RM 104' 56' W d 71 40 7' 22' 22' 7' 10 � g 1 6' 6 1 - coat. zioew.la 1 ern. aee 17 1 1 Accu- coat. two • T aiT '� 7 i`a 1111 / r'+ - GAIL. SOCWLLA CONC. MItZI a /coat. smrwull L11r,f9: � toxetuR..La„fle 104' R/W 58' RI W BEECH AVENUE =�L u .....LA _�0. A Gas co. R(w 52.5' R/W MNT-�W 47.5• R/W CURTIS AVENUE 1 50• i 9a• 1 78.5 R/W CURTIS AVENUE ENTRY R/W GONG. 9OCWLLA I 5 AIA OWNERS / DEVELOPERS:CIVIL ENGINEERS ', LAND suRveYDRs LAND PI HARMON / JOHNSON J.V. LEWIS HOMES OF CALIFORNIA 1156 N. MOUNTAIN AVE. I 10601 CHURCH STREET, SUITE 107 (909) 9 P 0. BOX 1146 P.O. BOX 670 PHOIV NES (9091/885F6866502 UPLAND.H(909)I98590971 RANCHO CUCAMONGA, CA. 91730 FAX: (909) 9 TENT. TRACT W. 156A2 - 710-1471PF- 526964 306 13-Aea-98 05.47 PM 47.5'/ 50' / 54' R/W / Ii0 R. I.OT NO .R m s65s lmrlo s1 R. 61M ST. s 1 = Nay Nn n Mss Ni, TYPICAL SECTIONS 'Jd. J / \ . 5 b -, nN TON ,LSI ND r Nss 3• 6N5 11 NU 51 IIs16 S. SS S6 S7 ,na NN M`0 MM NOT TO SCALE \ \� \ r 9 10 11 ) IS 6W N15 1210 Nla 6116 NN 1) 6m M Ent 1S N56 )6 n14 n TWO W N Nri 1r A N 61 AS N W = rlri M9 1201 W3 bM] - - / 1s IT I6ow It 19 ID _ n -12 v z. Ix51 Ino rN1 TNT 66r1 Nn I6es sNs sNs N n1s M43 N TOM)6T N N1 bTN rm bRi N {TSO N 66N ., 6516 x ,Iris N rlN N sx] N ,110 - s/w N 6610 N tlSa .— NI7 - TENTATIVE TRACT N0. 15842 IN THE CITY OF FONTANA. COUNTY OF SAN BERNARDINO, STATE OF CALIFORNIA. / BEING A SUBDIVISION OF A PORTION OF NEST 1/2 OF THE WEST 1/2 OF SECTION 25 ANO A PORTION OF THE SOUTHEAST 1/4 OF THE NORTHEAST 1/4 OF SECTION 26. TOWNSHIP 1 NORTH, RANGE 6 WEST, SAN BERNARDINO MERIDIAN. AUGUST, 1998 69 LOTS 45.6 + ACRES (GROSS) SCALE I' = 100 RE ASSESSORS PARCEL NOS. 226-131-07,010 & 226-141-04 OWNERS / DEVELOPERS:CIVIL ENGINEERS ', LAND suRveYDRs LAND PI HARMON / JOHNSON J.V. LEWIS HOMES OF CALIFORNIA 1156 N. MOUNTAIN AVE. I 10601 CHURCH STREET, SUITE 107 (909) 9 P 0. BOX 1146 P.O. BOX 670 PHOIV NES (9091/885F6866502 UPLAND.H(909)I98590971 RANCHO CUCAMONGA, CA. 91730 FAX: (909) 9 TENT. TRACT W. 156A2 - 710-1471PF- 526964 306 13-Aea-98 05.47 PM a I LEGEND: —S— SEWER LINE —W— WATER LINE —SO— STOW/ DRAIN LINE EXISTING CONTOURS 45 LOT NUMBERS 0 40 R DRAINAGE FLOW N Ila4'T' 4DDi. L41O1LARC xrO.cR us4acNr R W R/V, N' k ry k SAN GABRIEL MOUNTAINS 10" 12' 40' 40" 12' 10' KD. 4U10 ~" ♦ 4. / AD KD. FILO .l w1 fTa / �', / W'lf< N `'t • / lA / L Caw. loa,..1L l , Caw LU 0 a CIRiCR GANG wet' SUMMI AVENUE 4D)CR 104' R/W NN L"wiri Y Sr. • earn Ave. k IRRLA)CS fa01. UND1GAaC ¢ w xrO.cR uxN.+r z U � R/W LeTENT fo' I2 22' " 22' 12' o" ��� a / / z TR 1584 o N 7 ) / AIIGM.A AVENUE / W . u+n. / > A I A. PROJECT SITE c01¢ wrR4u caNc. SoclAu / i '� o GONG. RAID ♦ / / o BASE LINE ROAD 68' R/W R R/W �� •63' R/W n' 20' 20' 1. 1 10. rGdl:. 4uU taw. sonRAuc cac. 1OCWAfD coNc. GICs a '. AT CARTER AVE. ENTERI" 72R/W 50' / 54' R/W TYPICAL SECTIONS NOT TO SCALE VICINITY MAP NOT TO SCALE GENERAL NOTES: I. THIS SUBDIVISION IS WITHIN THE SUMMIT HEIGHTS SPECIFIC PLAN LIMITS 2. TOPOGRAPHY IS BASED UPON AERIAL PHOTOGRAMMETRTC METHODS COMPILED JUNE. 1997 BY MAOOLEG ASSOCIATES. INC. 3. PROPOSED LAND USE 1S LOM DENSITY SINGLE FAMILY RESIDENTIAL. 4. CITY OF FONTANA. UTILITY SERVICE: WATER - FONTANA WATER COMPANY CRAWFORD CANYON MUTUAL WATER CO. SEWER - CITY OF FONTANA ELECTRICITY - SOUTHERN CALIFORNIA EDISON COMPANY GAS - SOUTHERN CALIFORNIA GAS COMPANY TELEPONE - PACIFIC BELL COMPANY GENERAL TELEPHONE COMPANY CABLE TV - CONCAST 5. ALL.OIMENSIONS. AREAS. ELEVATTONS. GRAOES, ETC. ARE APPROXIMATE AND SUBJECT TO GRUNGE AT FINAL DESIGN. 6. DRAINAGE PATTERNS AND DELINEATED STORM DRAIN FACILITIES ARE SUBJECT TO MODIFICATION SUBJECT TO THE STATUS OF MAJOR STORM DRAIN SYSTEMS AT TINE OF FINAL PLAN PREPARATION. ALL DRAINAGE SYSTEMS AND IMPROVEMENTS ARE SUBJECT TO APPROVAL BY IHE CITY ENGINEER. 7. MINIMUM LOT STANDARDS: AREA - 600 S.F. WIN. WIDTH Si-5MIN. 160' CORNER LOTS) DEPTH 95' MIN. 9 1S7 11.0 NIH III IN _. ) M{M ss f1« IurNO. " Mor Mn Ort. InrNo rt. - - 7 S 5'd i 155 �16 Bd 33 q �_ 1 mN M Wf « a]a fw UM's'a ur' 1'O ANO. nR F ♦ j • od tae 18 / , -l/ • 4mr 1a f1m « wa Ha utl IN ° • f- J \ IC RI« M an « aWl H1 fw HI TIl ♦ _ ��11.. H m 11 uN IOC NIf I" {W H] OUT 9 S.'� 8 ®�S' ®s 1 f 1 u ur « ION MI wo Ha fw I. wu w ml 49 ✓ \ '` L, �, \ ♦ - S h `-�. �--�f% ��- H utl N {«I w u« HI ur IM IIf« :m «u IN Ran Zw ur I« m w wr Hf u« IN —1 �n 1Ns w fmD I« Im ur ,n wl w nu I '"•Q- RD ST ET /' .jYY� - J ♦ �'� `� / ,O 129r„y �• • �1O"—O\ , rS ' ETRE.' �� o /���� H11 n{H«f YN nnamR I1C«f )1N11!1 lu nntl« M N,N A - HN {m IS IU 11 ` ') 1L = sig t- ♦ �- \ - / H NM f) Ntl Ip {It1 UM NM •« {aN ASL t2 ;b, NI >? _ 25\ j 1. _ m ur « fa« I« utl rL Nm HI nr u, NL u / ��-2 31 n« « f1« MIR «« IN ),tl If, yp 7 151 162 _ 1 1 26 --_ l -29,I •I �;`�\ u Rw m atl w u« u) I..i w cuR 1m �'in 4 -��=«`Sar1r'-f-• 1]-I"Z S I -_ i _ m fn n N« Iu u« IN u'° Nn�'�� V Ij 14A7i aIud IT _ -- T_ ��` ;; �- n u,; TENTATIVE TRACT NO. 15843 I/ L `�� l� I� '�.\ .N] m p„ IN THE CITY OF FONTANA. COUNTY OF SAN BERNARDINO, STAT:- OF CALIFORNIA. \� 1\1 \\ - ������ 1 `�� / � �'--�� W ur w am BEING A SUBDIVISION OF A PORTION OF WEST 1/2 OF THE WEST 1/2 OF SECTION '1 `---_/ � ��•� II-TI���J../ ��`'`\,.�-=/� C4J5:d �- ��•� M - \ 11 up As wl 25, TOWNSHIP I NORTH, RANGE 6 WEST, SAN BERNARDINO MERIDIAN. AUGUST, 1998 NOTE EARTHWORK QUANTITY ESTIMATE: (RAW) m" 168 LOTS 41.1 + ACRES (GROSS) SCALE: 1' = 100• LINE OF SIGHT BASED ON DESIGN 11 4m0 < «n ASSES:'ORS PARCEL N0. 226-141-04 SPEED 50 MILES PER HOUR CUT = 75, 187 + C. Y, SEP 202/109 FILL = 94.500 + C.Y. r Nm N Ntl V I SCALE IN FEET 0 100 200 300 400 OWNER/DEVELOPER: HARMON / JOHNSON J.V. PO. BOX 1146 RIVERSIDE. CALIF. 92502 PHONE (9091 885-6866 - 910. I471PF. 126964 307 IB -AND -9B 0}OB PM / 126 -96f -f Y LEGEND: dG ---------------- G' •id I 'C)' G" G AL. TOP OF CURB /N' HIGH POINT IN POINT OF INTERSECTION -SD- STORM DRAIN LINE — -- EXISTING CONTOURS 45 LOT NUMBERS 0.40 z DRAINAGE FLOW 17x7 PAD ELEVATION EARTHWORIF ¢UAtfTITY ESTIMATE-(- SCALE IN FEET 00 200 390 490 • / CATES AODM lANDWG t 5ET6Aa1 USD4DIf RlW loc R/W )2' 40 4012' 10 1G' 14' } VAR 2:t I VAR2:7 MAX Im. RUN MAX. adt. socwAuc co.c, wewAu G0�art,nc�' ""aRTDc� •• LIMITS OF CONST.. BEECM AYE. 104' R/W VrLY. R/w. BEECH AVE.& SIERRA LAKES PARKWAY R w R, w «. I .- AWf 72' R/W U.IT W. A� A dG ---------------- G' •id I 'C)' G" G + GENERAL NOTES: 14 1. UI• . 2. TOPOGRAPHY 18 BASED UPON AERIAL PHOTOGRAMMETRIC METHODS COMPILED MAX RAD a airTER R RIOIGES TAWL :AN DSCAPE CK EAS SETBACK JUNE. .1997 BY MADOLE t ASSOCIATES. INC. VICINITY MAP NOT TO SCALE ' SEWER - CITY OF FONTANA ELECTRICITY - SOUTHERN CALIFORNIA EDISON COMPANY GAS - SOUTHERN CALIFORNIA GAS COMPANY AL / A.B. oJMQ 4 j TELEPONE - PACIFIC BELL COMPANY GENERAL TELEPHONE COMPANY CABLE TV - COMCAST cat. smvAu X CaNG. q!m ♦ S. ALL DIMENSIONS. AREAS. ELEVATIONS. GRADES. ETC. ARE APPROXIMATE cIMT1eR AND SUBJECT TO CHANGE AT FINAL DESIGN. 50' / 54' R/W 6 SUBJDRAIECT TT TGE O MODIFICATION SUBJECTOTOTORM THE STATUSAIN FOF MAJJIORRSS ORM STREET on SYSTEMS AT TIME OF FINAL PLAN PREPARATION. ALL DRAINAGE SYSTEMS AND IMPROVEMENTS ARE SUBJECT TO APPROVAL BY THE CITY TYPICAL SECTIONS ENGINEER. 7. MINIMUM LOT STANDARDS: NOT TO SCALE AREA. " 6.'00 S. F. MIN. WIDTH 55' MIN. (60' CORNER LOTS) r.0. R - DEPTH 95' MIN. n ww r Tru RTW R I W T iii 58 r m° 7' 22 22- T n 4Sr n awe 1' 6' 6' i Oap ) Is Or I Cat. SIrWAU( N tl Ob �. CIAre � I r or _= 4:/AB 6WTfwt 1'A n iir r as -- e ®w M or ' aNt.cwO.curtn CO.C.Moerwr R iIr tl Tr, 58 R1 W tl AJ3 'J"STREET TENTATIVE TRACT N0. 15844 IN THE CITY OF FONTANA. COUNTY OF SAN BERNARDINO, STATE OF CALIFORNIA. BEING A SUBDIVISION OF A PORTION OF WEST 1/2 OF THE VEST 1/2 OF SECTION 25. TOWNSHIP I NORTH. RANGE 6 WEST. SAN BERNARDINO MERIDIAN. AUGUST, 1997 108 LOTS 25.1 ± ACRES (GROSS) SCALE: 1" = 100' ASSESSORS PARCEL NO. 226-141-04 JUL 312001 MADOLE AND ASSOCIATES, INC. ' OWNER/ D_ EVELOPER: CIVIL ENGINEERS HARMON / LAW SURWYORS U1N0 PLANNFJ JOHNSON J.V. P.O. BOX 1146 RIVERSIDE. CALIF. 92502 1820 EAST 16th STREET (714) 835-2548 PHONE (909) 665-6866 SANTA ANA CA 92701 FAX: (714) 835-0612 TENT. TRACT NO. 15844 - 710.147)PF. 126964 300 14-A• 97 02:67 PM / 1261 A.0 / A.B. + GENERAL NOTES: 1. THIS SUBDIVISION IS WITHIN THE SUMMIT HEIGHTS SPECIFIC PLAN LIMITS 2. TOPOGRAPHY 18 BASED UPON AERIAL PHOTOGRAMMETRIC METHODS COMPILED caNG. SO3W caw. RAD a airTER R RIOIGES TAWL :AN DSCAPE CK EAS SETBACK JUNE. .1997 BY MADOLE t ASSOCIATES. INC. 64, R/W 3. PROPOSED LAND USE IS LOW DENSITY SINGLE FAMILY RESIDENTIAL. R/w PU.E. 5, 3' G' LYTLE CREEK ROAD �,A, SO' / 54' POET a _. g 16" / 20, 1p" / 20" G' 1 3' J 4. CITY OF FONTANA. UTILITY SERVICE. WATER - FONTANA WATER COMPANY CRAWFORD CANYON MUTUAL WATER CO. ' SEWER - CITY OF FONTANA ELECTRICITY - SOUTHERN CALIFORNIA EDISON COMPANY GAS - SOUTHERN CALIFORNIA GAS COMPANY AL / A.B. oJMQ 4 j TELEPONE - PACIFIC BELL COMPANY GENERAL TELEPHONE COMPANY CABLE TV - COMCAST cat. smvAu X CaNG. q!m ♦ S. ALL DIMENSIONS. AREAS. ELEVATIONS. GRADES. ETC. ARE APPROXIMATE cIMT1eR AND SUBJECT TO CHANGE AT FINAL DESIGN. 50' / 54' R/W 6 SUBJDRAIECT TT TGE O MODIFICATION SUBJECTOTOTORM THE STATUSAIN FOF MAJJIORRSS ORM STREET on SYSTEMS AT TIME OF FINAL PLAN PREPARATION. ALL DRAINAGE SYSTEMS AND IMPROVEMENTS ARE SUBJECT TO APPROVAL BY THE CITY TYPICAL SECTIONS ENGINEER. 7. MINIMUM LOT STANDARDS: NOT TO SCALE AREA. " 6.'00 S. F. MIN. WIDTH 55' MIN. (60' CORNER LOTS) r.0. R - DEPTH 95' MIN. n ww r Tru RTW R I W T iii 58 r m° 7' 22 22- T n 4Sr n awe 1' 6' 6' i Oap ) Is Or I Cat. SIrWAU( N tl Ob �. CIAre � I r or _= 4:/AB 6WTfwt 1'A n iir r as -- e ®w M or ' aNt.cwO.curtn CO.C.Moerwr R iIr tl Tr, 58 R1 W tl AJ3 'J"STREET TENTATIVE TRACT N0. 15844 IN THE CITY OF FONTANA. COUNTY OF SAN BERNARDINO, STATE OF CALIFORNIA. BEING A SUBDIVISION OF A PORTION OF WEST 1/2 OF THE VEST 1/2 OF SECTION 25. TOWNSHIP I NORTH. RANGE 6 WEST. SAN BERNARDINO MERIDIAN. AUGUST, 1997 108 LOTS 25.1 ± ACRES (GROSS) SCALE: 1" = 100' ASSESSORS PARCEL NO. 226-141-04 JUL 312001 MADOLE AND ASSOCIATES, INC. ' OWNER/ D_ EVELOPER: CIVIL ENGINEERS HARMON / LAW SURWYORS U1N0 PLANNFJ JOHNSON J.V. P.O. BOX 1146 RIVERSIDE. CALIF. 92502 1820 EAST 16th STREET (714) 835-2548 PHONE (909) 665-6866 SANTA ANA CA 92701 FAX: (714) 835-0612 TENT. TRACT NO. 15844 - 710.147)PF. 126964 300 14-A• 97 02:67 PM / 1261 F_ DISTJ CIIIU14TY I ROU r f- I PO� T MILLS 5.Ff - 11 fol F -T THIS PLAN ACCURATE FOR DRAINAGE UJ12 PROJE _ �O- IS.iEtA;_- AND CONTOUR GRADING ON Y. MATCH SHEET D-39 08 SBd 22 _r 1 1841- I- RA -DIM3 z2 y I 25/97 R/W Y I.e1J.000 IL vr.,�!SrCREU CIVII- MAR STORM DRAIN CURVE DATA LANCASTER / NO T R PLAW3 APPROVA; DAlf. 12/31/99 1 666.30' 59* 56' 40" E.P. --- 1 18::23' �69,'3 15 R/W _,. y CIVIL 1W. z 40'RT.163+20 POT BEECH AVE. w 0c=I 163+20 EC S.D. > _ m 0 !62-50.64 BC S.D. LLI 4' SDJS so LLI in 161+96.51 POT (L BEECH AVE= M I C, > 160+46.41 PI (L HIGHLAND CHANNEL uj 4=0 161+38.!S S.D.= 148 w R/W 60 > R/W 159+50 POT H.C. 11% f14 7� A ul --I _ / G4 I ACCESS RD -2 4"RCP ACCESS RD 7 _[48 r .59tz-'. zcPr. L)tj,- Anol- OC 7 i�� 2 t1i • L Ac�_,,s :15 E?,4 - - - ------ 4 E 24" RCP 2 RCP ACCESS RD le f) a_ '---R/W p Ln C3 7 L----------------- -- 7 I8 SC _7 7_7 r UB w UJI cc 6.3 c X CC) 0A TYPE 500 CONC BARRIER (RT OF USE RET WALL) CA 1, 8 52) --W4LL) z < -TYPE 27 CONC BARRIER (TOP OF USE RET TYPE 50C CONC BAP§IER D) Z, e Z ,SC m A A 'i A - 7 p 500 —A �__ - �L - I A- 24"AP WESTBOUND !4 IMPRI FE" 30 TYPE 60 CONCRETE I q"sc-, 18"S,• ----- LI iz w f C) c i- OUND HOV EXI'T RAM�; G. WE` -.T .T 01 NOV rN R a I a I to Ibf 69 172 1-1 tASTB(JU= NOV EX. Q79 I S T,! p 1, TYPE 500 CONC BARRIER (LT OF MS-' RET WALL) TYPE SOC Cr - ,IC BA9R I E- --TyeE -01 IRR WALL) !�A EP 'TOP OF MSE PET 5 r A. -3 rs \21\ (A ),, 1 o Z 49 ul _j I'S"S"Sp- cs aa.- 77 7_7_= 1 amu,7 _�.L v 7N -14--IV 90 ---- - -- V) C) 7 L) _j cc: c ------ - Lu 4jo zl� zZ "77-: > c "J uj 7' :�2 RCP 4" OCP 1 �"4P A! w W 'IrtA �—R/W C 24" AP _f.Ltoo B C 0 annet Dirl Chowel --c IL m C> x W. VIP. I SINGLE ST HDWL DRAINAGE & CONTOUR GRADING PLAN SCALE: I"=50' D-13 FOR REDUCED PLANS 0 ORIGINAL SCALE IS IN INCHES EA CU 08234_ --- 204301 THIS PLAN ACCURATE FOR DRAINAGE AND CONTOUR GRADING ONLY. IDISTJ1.11.COUNTr TE I POST uILES SHEET TOTAL TOTAL PROJECT Na. SHEETS 08 SBL 15,301/1 '1• 222 1184 UMMI T REGISTERED CIVIL ENGINEER 3/ T PaofL::,a. VENUE zs.9 .. �? MARK rr - — — Y — - Lil 8-4-97 LANCASTER .... W Z . �' PLANS APPROVAI PATE C49048 W 12/31/99 . W -N /As $rJf-W of Q Cap/rnICa!1sY- O�- 0 agw. snvamwV / respnsldc ra- rlt2 ncc„racy r� CIV IL 1 Q V pf CO,IW_f,,n s M e/tC/.'aMC QCs M 1Ns plan -- _ La -m _ .. _. sAeel �' m ir�— LL ko 1 1 t w R/W 'A R/W ' } I o w �. w ! R/W -- _ 179+47.41 POT It HIGHLAND CHANNEL w 66 W Q A -------• - >. W <W Iw 6 R/W .. 60 6 —. I �� I a : 1 ,a x "ODI .. : - _---------------.— _ _ — ---- -- -- - -- -- - A \ % Z S89 49 08'E ACCESS RD '^ (A)l Y ; 4441-A lat t R/W I-oI __; �_------ - --- -- -- - - ------__- I J2 W u - _ ACCESS RD - !:n§4, C. •JNI W - 58 Lu W. - _ ... --... 1 4 X i T a r73STRn;TND": :6!t - i a - o l -.. _ LU _ = IMPROVEMENT ROUTE 30 i ----- --- -II_ ' _..O _- \\\.\ �� \,F� _ _ `kB-8.5. -'-- 181 6 _ . 18.183CT- iBh 1 7 -------- - - ..------- - _.--- N AA12 9 4 - 175 ---------- CI z. Z 1 '3 4 1 75 17 1 7 {. /,,s Ni=CTS �, ��: 53 ` j ms`s _— TEST a EB INTERIM - - - — _ _ z J = -:- . -_ : -- :.:__: __ __ - _ - _ - _�_ _ - CO/VNf `ado A /e; CONNECTIONS ...1 :....:.... .... W^ -- 7- f84 HIGHLAND AVENUE (EXIST) -r� �, - -- 2cr _ t 3- a: --- -- - _ - - - -- — Wi U ter... _�--•- - - uj ' `.2 R/W = GI O .....`.::, z g Dirt 100 ¢ Channel a 4.. X o'• DRAINAGE & CONTOUR GRADING PLAN N SCALE: I"=50' ,A m. D-14 RINi o� FOR REDUCED PLANS ORIGINAL SCALE IS IN INCHES :,r•�allAur CU 06234 EA 204301 Top of Concrete Channel - DIST COUNTY -,OUrE POST MILES JS�ETIISTOITAL T 'I A TOTAL PROJECT S 135+36-34 (D 1445 7.1110.�286 �l TRAP C 08 SBd 1 15.30 3" PG Ct TRANSITION 91)( 6.5 +00 RIO 1184 - 150 SAN SEVAINE Ro. RC13 TO TRAP -CHANNEL FL • 143& 07 PG ',130+68.11 135+75 3.125/97 I H TRANS 1438.01 135+00 - 135+75 i 1440 -**.WI.DT 4- REG 157EPED CiVIL ENGINEER 129+98.82 -_ - -: - 130+30:00[- LT CELL Parapet 24' RCP CY MA®RK \1s 13' - FL I imp 92 r LANCASTE0': tmll --. .. __ - -_ ­ - . L -4-27 133475 - f34+00 - - ------- 1436. 70 % 8 44048 Rte 30 1 1 1 - - I PLANS APPROVAL DATE 14351. 5" 24" RCP E.,I 31/99/ I rim Staft Af Cal"Ift of ITS WZ01irs 49 24- RCP 40- WWWS sromWAW f"vWWA* for fte aaarmr r. CIVIL Ar carommmus ef vearaw woes of tNS jawfoal A 4 R. 15 VP I ___.__60" RCP 1430.03`•�­ 10 FL 1430 142T. 70. D43 -• 140+00 14301 I Do, VC + Sool In\ 0 P- + co L; FL 1432.71 For reinforcement and concrete r- > 24" AP 61 Exc. 8.256 CY -OG-,k-.=­ dimenstons S88 Ht-91110nd Channe'l-­­ Emb. 323 CY -------------- 0 1424.90 FL 0 '1425 .4 - ----- G.- �j �,42 V * \FL --1430.51 .... . .... FL C u Typical Sections 50 h DOUBLE RCS > H I gh land Chome I - RCS from ­ W 7.51' X 8.5' TRAP W DOUBLE RCS Rte 30 to San Sevoine Rd 2 134+00 135+00 I In 1 1420 'a 11 J465 13'X* 7. 5' 7 TRANSIMN ---t-51+00 RT-IIIX 7.51 135.+00 ---------------- Is +00 151+00 ----------------- 0 I Z Ig #_ I IL 0 _j FL 1419.63 of Top- Concrete'Channel. . ..... c-.-- 0 --------------------- 24" RCP --- 129+00 130ti-00 ---53 --1.00 -7 ------- -24" RCP 46 ---1,453.66- _yPl. F TRAP.. ... ... .... . ...... . .._:......1451: 28- g, x ------ --­------------------ FL 1456.87 60 + 1450 . ...... OG ------ --------------- 24" RCP FL 1454;. 37 154+00 -.1,1-Fan, 150+00 1444.90 144 -1445C. VPI =24." -RCP % 00 C) ai cy -1441..7 - -- --- ------ �2-4444; 83- Emb. i.s + 14400 VPl .. . .. ...... ........ 70-, 145+00 OG Fl: 1475.66 ----------- aT 1435 •---TRANS_ITION---_-- BEECH :RCB TO:TRAP CHANNEL 1,19+47.41 140+00 1438.07 161+55 ------------ -1 ON -- 161+55... .... . ...... . - - ------- --TRANSIT ON opet TRAP CHANNEL TO RC8 P RCP. 1472.36 4- ...54 . ...... 'i5§+35 159+85 F 1_47 ... V24._ RCP 469. 7 1470 - ------Too of --Concrete Chame-I R 24' 00 % TRAP 77. RCP,_ 62. __F 1466 71 V FL- 1­471�27- 24" RCP F + 1465.72 3. 168+-00 1465 _:_46 1485 14 LI 4 i46 1462.75 24- RCP VPI 165*00 0 High land Chamois RCS C _h ------- BOYL e- 1462.84 1 9.96 • ___yAC_L9Q4 Cy DOUBLE 0 4- 1.00 7- -FV- --r46I.-94­ 161+05- 1489.78 -Too' FL 1456.87 1604-00 14 ------------------ 154+00 155*00 TOP OF CONCRETE CHANNEJ_ 7 ------------ TOAR. OG 91 ....... 14 --------------------- 14 ghland Chamois Channel Beginning a ------- FL_ 4 7-- 448 .70 - ----- 64 Exc. 12.90'-- 6 CY RCP-- ----------------- 56 FL_ 0.85 Emb. 3.443 CY lirp FL --1481= 0 175+00 + 1474. 92 ---- ----- 14 ilt VPI 4- .-HIGHLAND. CHANNEL. TOTALS o Do %. . I .... --- DRAINAGE PROFILES + Exa. 103.214 CY 1::50, f SCALE: HOR I Z. 147--'-- VERT. I D-78 168+00 FL.' -I �7 1.I`2� _� 2.77 SHEET 3 OF 3 FOR REDUCED PLANS 0 1 2 3 USERNAME :) trmikes I ORIGINAL SCALE IS IN INCHES I L_ 1 E •> CESC-OE1820430178.DSf CU 08234 EA 204301 TURN LINE DIST COUNTY ROUTE "'ILES IS14EETl TOTAL I TOTAL PROJECT' NO. TOT 7 .......... ... . ...... ......... --- =1 . ..­ I I 081 S8d 15.30 > R z 0�0%RI1�1 287 1184 j .. . ... .... . w (D. -.0 c; 3/25/9T sois n Z REGISTERED CIVIL ENGINEER /I,- 8-4-97 �� LANCASTER PLANS APPROVAL 4 048 Ci 2/31/9 E. ---- — - RIM 1486.0(Y 4rmsrafeof cowwrdoorits fl ­ z z spars jm11,w &- responsWe fw fre awway CIVIL Z I SDJS or caqweft-w .0 W=r",: owes of INS jlw� 0 'CSf' RISER Z5 00. 36"X-2 on. �r - ------------- D Ln 10 / �CHECKE�ED P_ stem ------ 4 TURN.L.INE R=66.30' RIM 14 - 77.09' 36*'�,-'4CS? 'RISER ----------------- -11 - -------------- A=59'56*40" :'/."CHECKERED PL. Cr 1480 (A ....... to FG T=38.23' OG:., -------- > HCJS -- ----- - 6 < a w TYPE -4 fi X- tr U w -- - - -- - 60"X 764' RCP OF PIPE/ PLUG EN 1470 3 z wv; w FL 1476-56' 6 ------ - ------ ------ - FL 1466e53e: 1460 nA 0% FL_ j4_C6.43"_ 17, FL 1462.82' ?C - RIM 1486.00' 0 - -------------- 9_r7-. CLQN C Horlz I"=50' w cote: DRAINAGE SYSTEM Vert I TYPE 2:APRON #A 7 w 1480 z a cr S=12.0 X Turn Line 1470 - - --------- 0 a) in (n 0 > R/W W F, ;,76.46' 1-13 ­­_ - - - - -- - --- . - --------- --- - - _41) - - - - - - .--- - �.. - . - - - - - 4 w cc 36" AP _jz o LI M. TYPE 2 APRON -j C ... ...... . . > u _j W U, 1439.54 4 w 4: 3' U0 U --------- - ----- C -- ----------- .... _j 0 R ,OG Ln x 1440 ......... . .... . ..... ........... . ....... .. --- -------------------- _T ... ...... .... 4- C_teS= rb, 50' D 1430 z 0 ------ -0 to SDJS Q 7 Z -FL 143t. 12 FL 1435.00 - w ------ ------------ --- FL 1439.54 Rim: tn C FL 1432.66 1440 (0 0 Scale: !"=fO' U. *. --- �_ - ..... ...... -------------- . ...... .... � ­.....__* I W z O0 tn ok 0 -FG ----------- ----- a- -36" CSP RISER/ ..... ... .. ....... -HECK 4 4C ERE9+-P4 . .. ............ _­___ - ------ 10 0 C Cr ------ - 0 R/W C:11 > 4D a � . - __ . - .. - ... __ ..-- It - DBL I"'XT.-5' RCE 4D tn 36" 40 + 4- C r r._ C TYPE 2 APRO4 cr N -7- > 439.54 Q ug end of pJ pe Q 1439.Q( *F' p Rim FG f:j,or, 6 - An C P ------------- See Rt. for Lateral., 7 ...... ..... . CA 2 4 1 :3 4 (Y' S = T. 80% F 14301 1 1430 N FL 1411, 20 JF L 00 FL 143!. 12 1 \FL 1432.66 FL 1427.70--------- 7 FL 143!. o . .. ...... ..... _SzQI.e: .. ..... . IL ........... ....... . .... ----- - - SPECIAL -CHANNEL CONNECTION 9- Tljr-n L. ine ----------- 480 zi -i 1C_ kig.416' FL (481.30' -p 'AP S=12 - 0 X F L _"i - 9.38. S=12.0 F1 1476.46' 1430 FL 143 1 !12 - --- __113�.J',O F L 1 432 66 f C) 1— FL !427.:2 DR 1 AINAGE SYSTEM \6i) DRAINAGE PROFILES i:,!l .1425 I .__ is!" -Ii6r- i z .2 __\:F1t_ 4 426. 9*0 Scc;e: ver - SCALE AS SHOWN 7 9 '�:'cq FOR REDUCED PL ANS USERNAME trmi�.es CLI 08234 EA 204301 ORIGINAL SCALE % -N INCHFS ntf X I2 �o!! 0.25' AC F\pte (TYPE A) ACCESS RD to 12to , No,4 Dowels a I8" o.c. x _r : PG N � centered In each cut-off wall Det A 0 18" o.c. See Note 1 See Note 5 c0 REINFORCED CONCRETE BOX NOTES 1. See Standard Plan 081 & 082. 2. Use Std Plan 081 and the nominal RCB sizes shown below to determine the reinforcement and concrete thicknesses for RCB sections 125+75 to 135+00. 125+75 - 128+00 Use Dbl 14' x 8' (10' fill) 128+00 - 132+50 Use Obi 14' x 8' (20' fill) with No.5 bars for "a" bars 132+50 - 134+00 Use Dbl 14' x 8' (10' fill) 134+00 - 135+00 Use Dbi 12' x 8' (10' fill) 3. For transitions see details. i I - DESCRIPTION SIZE (W POST MILES SHEET; TOTAL Z - 52+69.66 Confluence �i W Varies 52+69.66 �I Varies 14.5' X 8.5' �i IL OISTI COUNT, I ROUTE TOTAL PROJECT NO_ SHEETS J 37.5' - 47.5' - --'-- 37. 5' - - 42.5' - 47.5' -j Double RCB (X -Over) 08J SBd 15.30 ` 7.1/10-1e RI0.0/R13- 1 30T i 1184 2: 55+00 t�P; O! �'} Gr /er W J1 _ 8„ - _ 69+90 Z; 3/25/97 69+90 No. 4 bars a 18" o. c. ■ Channel to Channel 12" U 40 0. 25' AC No. 7 L a 12" • ' 70+40 REGISTERED CIVIL ENGINEER Trap CHANNEL 9.5' X 9' (both walls) �\o�t (TYPE A) t: -20' ' -3 MARK ` 104+55 2-No.5 barsI Double RCB (Cherry Ave) z; VERTICAL WALL CHANNEL NOTES �\ o!! g� a 8--4-97 u LAN48048R �I 2Y. �- ' G<. HIGHLAND CHANNEL 1 27 - ACCESS RD + F�°t a Glii PLANS A-PRO.A_ DATE -- la \,0 12/31/9 WI 2. For longitudinal and transverse -- J - 125+ -?5 ~i construction joints, see detail. 4 - No.4 NI - 125+75 n,s store of Cat 11- a or Its offloers a 125+75 }TI P Y, -_ Lt - 13' X Rt - 11' X 8' «« 8' 128+00 - ar ppsnfa afgll rot O« rsaponslDls Ior .r+` CiVI \ ■ Height Trans _ 8' --7.5' ss _ 128+50 - 133+75 _ Double RCB Lt - 13' R-7.5' Rt - 11' X Its 7.5' oo ram w «IacTrpnio OF Cu 134+00 « Width Trans - Lt Cell (13' - II') Rt Remains Its 11' X 7.5' 0.25' AC ?: /� Double RCB of thissttsst. applq or mla olal arwsr. L/ w ss to 12to , No,4 Dowels a I8" o.c. x _r : PG N � centered In each cut-off wall Det A 0 18" o.c. See Note 1 See Note 5 c0 REINFORCED CONCRETE BOX NOTES 1. See Standard Plan 081 & 082. 2. Use Std Plan 081 and the nominal RCB sizes shown below to determine the reinforcement and concrete thicknesses for RCB sections 125+75 to 135+00. 125+75 - 128+00 Use Dbl 14' x 8' (10' fill) 128+00 - 132+50 Use Obi 14' x 8' (20' fill) with No.5 bars for "a" bars 132+50 - 134+00 Use Dbl 14' x 8' (10' fill) 134+00 - 135+00 Use Dbi 12' x 8' (10' fill) 3. For transitions see details. i I - DESCRIPTION SIZE (W X H) Z - 52+69.66 Confluence �i W 52+69.66 �I Trap CHANNEL 14.5' X 8.5' �i IL 54+00 x Ni O - --'-- 37. 5' - zc' J - 55+00 Double RCB (X -Over) cr-i W 2: 55+00 t�P; O! �'} Gr /er W J1 _ 8„ - _ 69+90 Z; 0 �` ACCESS RD 27 69+90 wF U Z• ■ Channel to Channel W U 40 0. 25' AC No. 7 L a 12" • ' 70+40 V Trap CHANNEL 9.5' X 9' �i W �\o�t (TYPE A) t: - 104+55 ' -3 104+55 - 105+80 Double RCB (Cherry Ave) z; VERTICAL WALL CHANNEL NOTES 105+80 g� a • RCB to VWC �I I. Place weep holes at 20' o.c. - 115+60 al C3; as per Std Plan 80-3 3-I. x Glii )t"T>w1: s Vertical Wall CHANNEL WI 2. For longitudinal and transverse -- J - 125+ -?5 ~i construction joints, see detail. 4 - No.4 NI - 125+75 VWC to RCB Cut -Off wall - 12" thick, 1-45" deep. Place a 200' max O.C. No.4 bars a l8" o.c. TRAPEZOIDAL CHANNEL NOTES I. 4" dia. formed weepholes a 20' t o.c., backed with one cu. ft. of pervious backfill material In a burlap sack, securely tied. Place 6" sq. aluminum or galvanized steel wire, 4 -mesh hard- ware cloth on backface of channel lining prior to placement of concrete. Wire dlo. 0.03" min. (typical both wall,,;). 2. Saw cut transverse weakened plane joints In the Invert and side wa'Is of the channel at 20' t O.C. The first and last joints shall be placed 20' from each cut-off wall. Joints shall be 1/4" max. in width and to a depth of within 1/Z" of the reinforcement. 3. The Interval of weepholes shall be such that a weephole will be I•acated 2' upstream of all cut- off walls and transverse weakened plane joints. 4. The reinforcement mat shall be supported In both directions of 4' max. spacing or as directed by the Engineer. 5. The invert cross slope shall be 27 as shown 56+00 to 103+30. The invert cross slope shall be' -2% 135+75 to 159+85 & 161+55 to 179+47. 47. 5' W 20' 2 - No. 5- 2%-- ACCESS RD No. 4 J a 12" 2" Cover 0 H: No. 7 L a 12" L05'-O"l d=1" W<20' Construction Joint Q d=2" W>20' {.d .-No. 5 x 8'-0" 0 12" : i No. 5 a 12" Cont., 2" Cover 0. 25' AC N0.4 a 18" (TYPE A) 0 No. 4 L a 12" N See Note I 3" Cover 3 N0.4 a 18"' 3" Cover Base 9, FOR REDUCED PLANS ORIGINAL SCALE IS IN INCHES J 00 0 cr 3 o:ZK L..' O G! F/af*ar 9r (TYPE A) F/o*lea, HIGHLAND CHANNEL SUMMARY STATION TO STATION - DESCRIPTION SIZE (W X H) 51+82.75 - 52+69.66 Confluence 52+69.66 - 54+00 Trap CHANNEL 14.5' X 8.5' 54+00 - 54+50 s Trap Chan to RCB 54+50 - 55+00 Double RCB (X -Over) 10' X 8.5' 55+00 - 56+00 « RCB to Trap Chan 56+00 - _ 69+90 Trap CHANNEL 9' X 9' 69+90 - 70+40 ■ Channel to Channel 9' X 9' to 9.5' X 9' 70+40 - 103+30 Trap CHANNEL 9.5' X 9' 103+30 - 104+55 • Trap Chan to RCS 104+55 - 105+80 Double RCB (Cherry Ave) 10' X 8' 105+80 - 106+80 • RCB to VWC 106+80 - 115+60 Vertical Wall CHANNEL 16' X 9' 115+60 - 117+60 s Vertical Wall CHANNEL 16' X 9' to 26' X 8' 117+60 - 125+ -?5 Vel tical wall CHANNEL 26' X 8' 125+25 - 125+75 VWC to RCB 125+75 - 128+00 - Double RCB (Rte 30) Lt - 13' X Rt - 11' X 8' «« 8' 128+00 - _128+50 ■ Height Trans _ 8' --7.5' ss _ 128+50 - 133+75 _ Double RCB Lt - 13' R-7.5' Rt - 11' X Its 7.5' 133+75 - 134+00 « Width Trans - Lt Cell (13' - II') Rt Remains Its 11' X 7.5' 134+00 - 135+00 Double RCB ll' X 7.5' ss 135+00 - 135+75 RCB to Trap Chan 135+75 - 150+00 Trap CHANNEL 9' X 8.5' 150+00 - 151+00 a Channel to Channel 9' X 8.5' to II' X 8.5' 151+00 - 159+35 Trap CHANNEL Il' x 8.57 159+35 - 159+85 « Trap Chan to RCB 159+85 - 161+05 Double RCB (Beech Ave) 10' X 7' 161+05 - 161+55 « RCB to Trap Chan 161+55 - 179,47.41T Trap CHANNEL 9' X 8.5' * - Transition «• - See Note 2 under Reinfo-ced Concrete Box NOTe S. :C -:'... DRAINAGE DETAILS HIGHLAND CHANNEL Typical Sections No Scaie ; CU 08234 . E,: 204301 D-99i=o