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HomeMy WebLinkAboutTract 16692w .now ALLARD ENGINEERING &a lmd lmd Osinninc Tract No. 16992 Hydrology & Hydraulics Report February 28, 2005 I't Revision: May 26, 2005 2 nd Revision: July 1, 2005 3 rd Revision: July 20, 2005 Prepared For: Young Homes 10370 Trademark Street Rancho Cucamonga, CA. 91730 (909) 291-7600 Fax (909) 291-7633 Job # 1592802 Prepared under the supervisi F cc N6.43976 EXP. _0/07 61,40107' -V VIL N SL - CWCAaO9TLWr David S. Hammer, P.E. HCE 43976 G-p--�07 8253 Sierra Avmiue Fantana, CA 92335 (909) 356-IB15 * (909) 356-1795 N N N t Table of Contents Discussion Hydrology Reference Material D -Load Table Hydrologic Soils Group Map 100 -Year 1 -Hour Isohyetal Map Rational Methods Onsite I 00 -Year Storm Event East Section West Section Offisite 100 Year Storm Event Sultana Avenue Miller Avenue East Side of Foxtail Lane North Side Sandhurst Street East Side Beech Avenue Street Capacity Calculations Ramona Drive East Section Ramona Drive West Section North Side of Sandhurst Street Catch Basin Interception Calculations COnsite Catch Basin # I WSPGW Ofisite Catch Basin # 2 Foxtail Lane Catch Basin Sandhurst Street Catch Basin Sultana Avenue Catch Basin Miller Avenue Catch Basin Onsite, Line A Mainline Storm Drain Lateral A- I Lateral A-2 Offsite Miller Avenue / Beech Avenue Storm Drain Line C Lateral C-1 Line B - Miller Avenue Storm Drain in -Tract Hydrology Exhibit Offsite Hydrology Exhibits West of Sultana Avenue East of Sultana Avenue Miller Avenue Reference Exhibits W --IN Lq Discussion OVERVIEW Tract 16992 is located in Fontana, California. The tract lies directly north of Miller Avenue, between Beech Avenue and Elm Avenue. The site is currently vacant and is proposed to become a 10 gross acre single family residential subdivision. The subdivision is divided into an eastern and western section by Sultana Avenue. The majority of the onsite runoff will be intercepted by sump catch basins located at the end of each cul-de- sac. The storm water from these catch basins is conveyed to the Miller Avenue Storm Drain via a proposed storm drain system. 6.2 acres of Tract No. 16992 shall drain to the Miller Avenue Storm Drain. However, a portion of the western section drains to Sultana Avenue and a small portion of the eastern section drains to Elm Avenue and will be conveyed to the Miller Detention Basin. In the developed condition 2.8 acres of the 10 acre site will drain to the Miller Detention Basin. In the predeveloped condition approximately 5.0 acres of the site drains to the Miller Detention Basin Therefore, offsite analysis will be necessary to determine whether additional catch basins shall be necessary to intercept surface runoff produced by Tract 16992. However, analysis of the Miller Detention Basins ability to store any offsite flows will be unnecessary, due to previous studies by CSL Engineering that sized the basin. No additional area will drain to the Miller Detention Basin other than what was originally IOW*� designated to flow into it. C400, CRITERIA The criteria utilized for hydrologic analysis is the San Bernardino County Hydrology Manual. Civil Cad and AES computer software were utilized to perform computations. METHODOLOGY The hydrology study for Tract 16379 analyzed the Miller Detention Basin and set watershed boundaries for the tributary area. A reference report has been included to illustrate the previously set boundaries as they were also incorporated into this study. Discharge rates for the Miller Avenue Storm Drain were acquired from the approved Preliminary Foothill Regional Storm Drain Study that was prepared by Madole and Associates. The initial water surface that was used for Line C was acquired from Tract 16379 storm drain improvement plans which call out a maximum water surface in the basin of 1318.48 ft. As a result of the initial water surface, the HGL associated with onsite catch basin # 3 and offsite catch basin # 1 are above the gutter flow lines. ONSITE OBJECTIVE t The onsite objective of this drainage study is to quantify the rate of runoff that Tract 16992 shall produce in a 100 year storm event and show that the onsite drainage systems, that are comprised of the proposed streets, sump inlets and storm drain pipes, are adequately sized. OFFSITE OBJECTIVE The offsite objective of this drainage study is to size proposed catch basin inlets to intercept the onsite runoff that flows offsite and evaluate the offsite catch basins ability to intercept the additional surface runoff from Tract 16992. RESULTS Results demonstrate that onsite drainage systems are adequately sized. However, offsite, additional catch basins are proposed on Miller Avenue and Sultana Avenue to intercept the additional surface runoff produced by Tract 16992. One 21' flow by catch basin and one 14' sump basin will intercept runoff flowing on the north side of Miller Avenue and on the east side of Sultana Avenue. The existing 2 V catch basin on the northeast comer of the intersection between Miller Avenue and Beech Avenue has the capacity to intercept the additional flows that are produced from Tract 16992. In regard to onsite flows, the east side of the development will produce 10.5 cfs in a 100 year storm event and the west side will produce 12.3 cfs. Street capacity calculations illustrate that Ramona Avenue will have the ability to convey the 100 year storm event below the top of curb. Calculations and exhibits accompany this discussion to further illustrate these findings. A copy of the Miller Avenue Storm Drain Hydrology Map prepared by Madole and Associates is included for reference. It indicates that approximately 4.2 acres of Tract 16992 shall drain to the Miller Avenue Storm Drain. The additional tributary area does not increase the peak runoff significantly. As indicated in the ' hydraulic calculations, the hydraulic grade line (HGL) with the Miller Avenue Storm Drain is not altered significantly. Discussions with city personnel indicate that so long as the HGL in a 100 year storm event does not rise above city requirements, adding additional tributary area to the Miller Avenue Storm Drain is acceptable. Portions of the rational method hydrology calculations (page 41, node 45 to node 45) of the approved Hydrology and Hydraulic Calculations for Tract No. 16379 prepared by CSL Engineering, Inc dated February 25, 2004 is included for reference. The report indicates that 5.3 acres of Tract 16992 was expected to drain to the Miller Avenue Detention Basin. Since the acreage that shall be drained to the Basin after the construction of Tract No. 16992 is reduced from previously approved Basin studies the Basin is not negatively impacted by Tract No. 16992. Reference Material N lww� Jf I #I xahml 6ft*" LOADS - DITCH SEP I 19TA CONDUITS .TRUCK LOADING -CASE Ad a:p BEDDING SUITAZLE W14e),j 3 EDGE BEARING TEST- 0.01 CRACK TgeNCH DEPTH I t4 rj -Piru e ?�A 4 - (LIVE LOAD + DEAD LOAD) 1. 25 SAFETY FACTOR,.., 41 r Pj L� A Fb,,) v � T Trench vvidth - out�ide diameter of 1 e + 2 fe t C-16 --ff SEP I 19TA CONDUITS .TRUCK LOADING -CASE Ad a:p BEDDING SUITAZLE W14e),j 3 EDGE BEARING TEST- 0.01 CRACK TgeNCH DEPTH I t4 rj -Piru e ?�A 4 - (LIVE LOAD + DEAD LOAD) 1. 25 SAFETY FACTOR,.., 41 r Pj L� A Fb,,) v � T Trench vvidth - out�ide diameter of 1 e + 2 fe t LUAU rAk;TQR5 LOad; fOCbrT a1W the A7t10 Of &ppoelr SAd - 1. 25 SAp W 1.50 &I -en yth 0f_q1V6Y7 &'&/;y colVltlon to Sisd = 2-00 SBp * 2.30 a- pd yC �&�grljy. Sc.4 - 2.50 3--p-3.50 Cojfe.4 m ow,? W1yhj1d,,?1 lelleplqg. DEPARTMENT OF COUNTY ENGINEER -COUNTY OF Los ANGELES COUNTY ENGINEER DESIGN DIVISION C -31(a) APPROVED DATE: 5 - 7 - r, 4 r. r r- . Top or Plec ILI ku DEPTH OF COVER- IN FEET Ll t4 2 3 5 6 7 8 9 10 11 12JI3 13 14 1 15 1 16 12 3750 !0' 17 1310 0 /330 1490 11,670 /860 3 uQo 2600 ez 15 1 ?0 0 L137 1330 1330 IJOO AM ZOOO ZOZO 2130 Z3 14801 26SO 18 070 IS29 146.0 14l 0 1300 1260 IZ80 1210 Isso.�, 1610 178.0 1690 19Z.0 late- %0,10 EI?0 1930 Zozo tZ40 ?110 X270 .............. _70 I 24 �WJO 1360 IZZO //60 ISzo 1610 1730' 1550 1930 EoAo 2160 so Zi4 30 27 P60, IrZO //50 1470 ISS -0 Itt-0 1766 '1570 ?020 ?070 ?190 3i 30 IJ7, 4011200 1140 1460 1560 1640 1 -7'; 0 1560 197 0 t060 tI30 ZZAO 33 z1bo 3?o 1190 . 1120 1430 14-30 1310 1470 11590 JS7 0 17.00 1&7 .0 . 15to 17,70 192.0 Ia90 toto 1990 Elio 2070 Z'Ezo Z170 3 6 —I/zqf-L. 10 11 110 39 16801IZ70 IZ 0 116�fffioo 1370 1440 1530 (650 1.746 166o 1980 Z060 Zito ? 4Z I/ 7-f 0 1 /211 -0 M30 114# )090 1350 1440 I 1530 163P 1 *,,b 6 1 151 0 1950 E030 Z140 ZZOO 45 W ava IZ40 114�"` 80 13ZO - 14ZO 1310 13-30 ' of ' -7- :Io' 1800 — 1920 2030 Vzo 2100 48 0@40 //fo IzIo I 1 70 13ZO 1390 1490 1580 1660 i:7�9 o 0 1900 Z000 z0go Z180 51 //60 lZ00 I I R* dA 60 1300 1380 1,490 1560 1166'0 1770 laeo iggo zo5o tleo 2 54 A.0.* //,,? o 1180 1090 1060 1170 1380 l4r.01IS60 is 1760 1560 1970 Z060 Z150 EZ30 57 Wo //2011160 1080 1050 IZ70 l3rao 146 0 1 13 60 1 . 660 .1790 logo 1940 zo6o ZI eja / SO '960 -440 a4V 1250 1330 1460 1560 1640 1730 lezo 1930 2010 63 fwtW,,Fp /0 -��o .9.9 P I Z40 1330 1440 1540 1640 1720 1810 IqZo tolo 66 W'. 1040 '910'. '00 .32b It30 IS I.e. .kjk3 0 15 !,�r 17 10 is 10 ZIl ?4zol 69 &Fb /020 -9 "*o �,920 12?0 1!1 1-1�- - 0 1!5 a' 0 1 c9i f 10 ?IAf"10 72 lzoo l000 j�6:4. a 0 "a 49 1210 13! 4!�? o 0 17 15 Irl 0 to Z I 75 40-b ��o 1190 13 i�, -%*410 156 1]KZ0 17 1' 191 0 z 0 0 78 v"N 1 P M' )too Is 0 17 bro 0 18 0 E080 Z170 81 ajo 890 050 a 1 12 0 'goo Is ob- T16 SO 165 00 18 SA-,. 129 0 1070 2170 84 8201, "0 90'1198 0 14 30 . 1580 1690 790 18 %Go tor.0 ?lro 90 /050 880 &r.a. 0 800 1 W le8011370 1470 isa.o isgo 1780 1850 1960 toso ZI so 96 0-90 860 a 0 8ib I IT 1?50 ISSO 1450 1560 1670 1780 1890 1960 zoso 2 1 S (j) 102 .940 6'30 7. 0 86 . 0 1150 1 E40 1350 1450 1550 1650 1770 11580 1950 E060 21 108 900 1900 77 0 eSO 1140 _IZ30 1350 1450 1550 1650 1770 1870 1950 _Z040 P-140 11 0 &.5 - 0 - 1110 JIZ30113zo 1450 1550 163 1 6:0 1860 1950 Z040 E140 120 74�i 0 ajo 1100 It30 I 13ZO 1450 1540 jr.5c) ISSO Z040 E140 LUAU rAk;TQR5 LOad; fOCbrT a1W the A7t10 Of &ppoelr SAd - 1. 25 SAp W 1.50 &I -en yth 0f_q1V6Y7 &'&/;y colVltlon to Sisd = 2-00 SBp * 2.30 a- pd yC �&�grljy. Sc.4 - 2.50 3--p-3.50 Cojfe.4 m ow,? W1yhj1d,,?1 lelleplqg. DEPARTMENT OF COUNTY ENGINEER -COUNTY OF Los ANGELES COUNTY ENGINEER DESIGN DIVISION C -31(a) APPROVED DATE: 5 - 7 - r, 4 ka 77 A 17- J 4. IV a tv J� ZE p - I I - bg;ALFZ KEDUGED b ! SAN SERNAROrO COUNTY COHNTY 11' \R5W RIE R21E R8 R7W R6W 4W __�,_,R2W RIW T4N 4 k_4 -4 '00 TA, 4— NIT SAN TINIC 15 i Wry) L ARM, & EPI L 34-T?, N AbI _14 T I N A T- -T AN# SAN RNARDINO L CLAREMONT -,e ac A TIS -T J 4 ps ONTA COLTON mo RE( wo icA GRANO TIPI 45 R R DUN'T 34-00 T2S ERSIDE RIVER _j REGION. R4W R 3 R2W R I SAN KRNA19go COLKTY FLOW CONTIR DISTRICT R 5 VALLEY AREA REDUCED DRAWIN33 990MYETALS T3S SCALE 1 4 MILE, Yoo-100YEAR I HOUR "sm ON UADUCL, III Am" it. an SAN BERNARDINO COUNTY A 4 8 w w HYDROLOGY MANUAL 8 l SOLINES PRECIWA*,�Ohl (INCHES) WE WALA 104 " * .......................... c - m Onsite Rational Methods 100 Year Stonn Event A Al RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 DESCRIPTION OF STUDY * Tract 16992 * East side * 100 Year Storm Event FILE NAME: 16992 -DAT TIME/DATE OF STUDY: 15:39 5/1612005 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 = .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR)*= 1.5000 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* FLOW PROCESS FROM NODE .00 TO NODE 1.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 205.00 ELEVATION DATA: UPSTREAM(FEET) = 1326.60 DOWNSTREAM(FEET) 1323.60 TC = K*[(LENGTH** 3.00MELEVATION CHANGEH** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN-) = 7.613 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.176 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AP SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.00 .98 .50 32 7.61 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTIPN, Ap .50 SUBAREA RUNOFF(CFS) 4.22 TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) 4.22 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >w>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1323.60 DOWNSTREAM ELEVATION(FEET) 1320.90 STREET LENGTH(FEET) = 290.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 INSIDE STREET CROSSFALL(DECIMAL) .020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 7.66 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 12.10 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.42 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) .89 STREET FLOW TRAVEL TIME(MIN.) 2.00 Tc(MIN.) 9.61 100 YEAR RAINFALL INTENSITY(INCH/HR) 4.501 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.90 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREMACRES) = 1.90 SUBAREA RUNOFF(CFS) 6.86 EFFECTIVE AREA(ACRES) 2.90 AREA -AVERAGED Fm(INCH/HR.) .49 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 TOTAL AREMACRES) = 2.90 PEAK FLOW RATE(CFS) = 10.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .40 HALFSTREET FLOOD WIDTH(FEET) = 13.78 FLOW VELOCITY(FEET/SEC.) = 2.60 DEPTH-VELOCITY(FT*FT/SEC.) 1.04 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 2.90 TC(MIN.) = 9.61 EFFECTIVE AREA(ACRES) 2.90 AREA -AVERAGED FM(INCH/HR)= .49 AREA -AVERAGED Fp(INCH/HR) .98 AREA -AVERAGED Ap .50 PEAK FLOW RATE(CFS) 10.48 END OF RATIONAL METHOD ANALYSIS W "lw RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO, ' HYDROLOGY CRITERION) (c) Copyright 1983-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 DESCRIPTION OF STUDY * Tract 16992 * West Side * 100 Year Storm Event FILE NAME: 16992W.DAT TIME/DATE OF STUDY: 9:24 5/11/2005 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 = .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.5000 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 205.00 ELEVATION DATA: UPSTREAM(FEET) = 1323.10 DOWNSTREAM(FEET) 1319.40 Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.301 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.308 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.00 .98 .50 32 7.30 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap .50 SUBAREA RUNOFF(CFS) 4.34 TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) 4.34 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1319.40 DOWNSTREAM ELEVATION(FEET) 1313.70 STREET LENGTHWEET) = 345.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 INSIDE STREET CROSSFALL(DECIMAL) .020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 8.64 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .35 HALFSTREET FLOOD WIDTH(FEET) = 11.33 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.08 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.09 STREET FLOW TRAVEL TIME(MIN.) = 1.87 TC(MIN.) 9.17 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 4.631 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.30 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREMACRES) = 2.30 SU13AREA RUNOFF(CFS) 8.58 .EFFECTIVE AREMACRES) 3.30 AREA -AVERAGED Fm(INCH/HR) .49 AREA -AVERAGED Fp(INCH/HR) .98 AREA -AVERAGED Ap = .50 TOTAL AREMACRES) = 3.30 PEAK FLOW RATE(CFS) = 12.31 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHWEET) = .39 HALFSTREET FLOOD WIDTH(FEET) = 13.07 FLOW VELOCITY(FEET/SEC.) = 3.37 DEPTH*VELOCITY(FT*FT/SEC.) 1.31 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 3.30 TC(MIN.) 9.17 EFFECTIVE AREA(ACRES) 3.30 AREA -AVERAGED Fm(INCH/HR)= .49 AREA -AVERAGED Fp(INCH/HR) .98 AREA -AVERAGED Ap .50 PEAK FLOW RATE(CFS) 12.31 END OF RATIONAL METHOD ANALYSIS A X Offsite Rational Methods 100 Year Storm Event x 101 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 DESCRIPTION OF STUDY * Tract 16992 Offsite Rational Method * Sandhurst Street Tributary to East Side of Sultana Avenue * 100 Year Storm Event FILE NAME: 169920S2.DAT TIME/DATE OF STUDY: 8:37 1/24/2005 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 = .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.5000 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* FLOW PROCESS FROM NODE .00 TO NODE 1.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<` >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 250.00 ELEVATION DATA: UPSTREAM(FEET) = 1335.00 DOWNSTREAM(FEET) 1330.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 7.743 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.124 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.00 .98 .50 32 7.74 CSUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTIQN, Ap .50 SUBAREA RUNOFF(CFS) 4.17 TOTAL AREA(ACRES) = 1.00 PEAK FLOW R-ATE(CFS) 4.17 FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) 7.74 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.124 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A .60 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .60 SUBAREA RUNOFF(CFS) 2.50 EFFECTIVE AREA(ACRES) 1.60 AREA -AVERAGED FM(INCH/HR) .49 AREA -AVERAGED Fp(INCH/HR) .98 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 6.68 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1330.00 DOWNSTREAM ELEVATION(FEET) = 1329.00 STREET LENGTH(FEET) = 310.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) .020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 9.36 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .45 HALFSTREET FLOOD WIDTHWEET) = 16.28 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.69 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) .76 STREET FLOW TRAVEL TIME(MIN.) = 3.06 TC(MIN.) = 10.80 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 4.197 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACREn A 1.60 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50� SUBAREA AREMACRES) = 1.60 SUBAREA RUNOFF(CFS) 5.34 EFFECTIVE AREMACRES) = 3.20 AIZEA-AVERAGED Fm(INCH/HR) .49 A"*k AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 kw) TOTAL AREMACRES) = 3.20 PEAK FLOW RATE(CFS) 10.68 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .47 HALFSTREET FLOOD WIDTH(FEET) = 17.15 FLOW VELOCITY(FEET/SEC.) = 1.75 DEPTH*VELOCITY(FT*FT/SEC.) .82 FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 10.80 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.197 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A .60 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .60 SUBAREA RUNOFF(CFS) 2.00 EFFECTIVE AREA(ACRES) 3.80 AREA -AVERAGED Fm(INCH/HR) .49 AREA -AVERAGED Fp(INCH/HR) .97 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) 3.80 PEAK FLOW RATE(CFS) 12.69 A%Mk FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1329.00 DOWNSTREAM ELEVATION(FEET) = 1327.00 STREET LENGTH(FEET) = 310.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) .020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 15.05 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .47 HALFSTREET FLOOD WIDTH(FEET) = 17.15 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.46 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.15 STREET FLOW TRAVEL TIME(MIN.) = 2.10 Tc(MIN.) = 12.90 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.773 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR-) (DECIMAL) CN RESIDENTIAL Me A "5-7 DWELLINGS/ACRE" A �.60 .98 .50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREMACRES) = 1.60 SUBAREA RUNOFF(CFS) EFFECTIVE AREA(ACRES) 5.40 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) = 32 4.73 .49 15.97 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .48 HALFSTREET FLOOD WIDTH(FEET) = 17.51 FLOW VELOCITY(FEET/SEC.) = 2.51 DEPTH-VELOCITY(FT*FT/SEC.) 1.19 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 8.1 --------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 12.90 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.773 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A .60 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .60 SUBAREA RUNOFF(CFS) 1.77 EFFECTIVE AREA(ACRES) 6.00 AREA -AVERAGED FM(INCH/HR) .49 AREA -AVERAGED Fp(INCH/HR) .98 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 17.74 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1327.00 DOWNSTREAM ELEVATION(FEET) = 1325.00 STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) .020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .46 HALFSTREET FLOOD WIDTH(FEET) = 16.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.35 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.53 STREET FLOW TRAVEL TIME(MIN.) = .80 Tc(MIN.) * 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.640 13.70 19.02 SUBAREA LOSS RATE DATA(AMC II): & DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL H5-7 DWELLINGS/ACRE" A .90 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) 2.55 EFFECTIVE AREA(ACRES) 6.90 AREA -AVERAGED Fm(INCH/HR) .49 AREA -AVERAGED FP(INCH/HR) = .98 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) = 19.57 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .46 HALFSTREET FLOOD WIDTH(FEET) = 16.64 FLOW VELOCITY(FEET/SEC.) = 3.39 DEPTH-VELOCITY(FT-FT/SEC.) 1.56 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1325.00 DOWNSTREAM ELEVATION(FEET) = 1318.00 STREET LENGTH(FEET) = 360.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 10.00 INSIDE STREET CROSSFALL(DECIMAL) .020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 19.88 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .56 HALFSTREET FLOOD WIDTH(FEET) = 19.96 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.76 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 2.65 STREET FLOW TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 14.96 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.452 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .20 .98 .10 32 SU13AREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SU13AREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREMACRES) = .20 SUBAREA RUNOFF(CFS) .60 EFFECTIVE AREA(ACRES) 7.10 AREA -AVERAGED Fm(INCH/HR) .48 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .49 TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) 19.57 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHWEET) = .55 HALFSTREET FLOOD WIDTH(FEET) = 19.82 FLOW VELOCITY(FEET/SEC.) = 4.75 DEPTH*VELOCITY( - FT*FT/SEC.) 2.64 -------------- END OF STUDY SU14MARY: t TOTAL AREA(ACRES) 7.10 TC(MIN.) 14.96 EFFECTIVE AREA(ACRES) 7.10 AREA-AVKRAGED FM(INCH/HR)= .48 AREA -AVERAGED Fp(INCH/HR) .98 AREA -AVERAGED Ap .49 PEAK FLOW RATE(CFS) 19.57 END OF RATIONAL METHOD ANALYSIS Ele RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 DESCRIPTION OF STUDY Tract 16992 Offsite Rational Method North Side of Miller Avenue Between Beech and Lime Avenue 100 Year Storm Event FILE NAME: 169920S.DAT TIME/DATE OF STUDY: 10:33 1/21/2005 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 S 1FIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = .6000 USER SPECIFIED I -HOUR INTENSITY(INCH/HOUR) = 1.5000 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* FLOW PROCESS FROM NODE .00 TO NODE 1.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 640.00 ELEVATION DATA: UPSTRE.AM(FEET) = 1324.90 DOWNSTREAM(FEET) 1321.20 TC = K*[(LENGTH** 3.00MELEVATION CHANGEH** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.296 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.085 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 .80 .98 .10 32 11.30 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = - .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) 2.87 t TOTAL AREMACRES) .80 PEAK FLOW RATE(CFS) 2.87 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1321.20 DOWNSTREAM ELEVATION(FEET) = 1320.00 STREET LENGTH(FEET) = 220.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) .020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 4.78 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .45 HALFSTREET FLOOD WIDTH(FEET) = 14.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.09 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) .94 STREET FLOW TRAVEL TIME(MIN.) = 1.76 Tc(MIN.) = 13.05 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.746 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACREn A 1.30 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) 3.81 EFFECTIVE AREA(ACRES) 2.10 AREA -AVERAGED Fm(INCH/HR) .34 AREA -AVERAGED Fp(INCH/HR) = _ .98 ARKA-AVERAGED Ap = .35 TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) 6.44 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .49 HALFSTREET FLOOD WIDTH(FEET) = 16.36 FLOW VELOCITY(FEET/SEC.) = 2.25 DEPTH*VELOCITY(FT*FT/SEC.) 1.09 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1320.00 DOWNSTREAM ELEVATION(FEET) = 1318.70 STREET LENGTH(FEET) = 470.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 m Al OUTSIDE STREET CROSSFALL(DECIMAL) =& .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 7.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .55 HALFSTREET FLOOD WIDTHWEET) = 19.69 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.79 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) .99 STREET FLOW TRAVEL TIME(MIN.) = 4.39 Tc(MIN.) = 17.44 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.148 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .60 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .60 SUBAREA RUNOFF(CFS) 1.65 EFFECTIVE AREA(ACRES) 2.70 AREA -AVERAGED Fm(INCH/HR) .29 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .29 TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) = 6.96 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .55 HALFSTREET FLOOD WIDTH(FEET) = 19.36 FLOW VELOCITY(FEET/SEC.) = 1.77 DEPTH*VELOCITY(FT*FT/SEC.) .96 END OF STUDY SU14KARY: TOTAL AREA(ACRES) 2.70 TC(MIN.) 17.44 EFFECTIVE AREA(ACRES) 2.70 AREA -AVERAGED Fm(INCH/HR)= .29 AREA -AVERAGED Fp(INCH/HR) .98 AREA -AVERAGED Ap .29 PEAK FLOW RATE(CFS) 6.96 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 DESCRIPTION OF STUDY * Tract 16992 Offsite Rational Method * Tributary to East Side of Foxtail Lane * 100 Year Storm Event FILE NAME: 169920S4.DAT TIME/DATE OF STUDY: 10:26 6/23/2005 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 = .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.5000 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* FLOW PROCESS FROM NODE .00 TO NODE 4.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 460.00 ELEVATION DATA: UPSTREAM(FEET) = 1338.90 DOWNSTREAMWEET) 1332.50 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGEH** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.626 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.238 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 5-7 DWELLINGS/ACRE" A 2.20 .98- .50 32 10.63 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap .50 SUBAREA RUNOFF(CFS) 7.43 TOTAL AREMACRES) = 2.20 PEAK FLOW RATE(CFS) 7.43 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1332.50 DOWNSTREAM ELEVATION(FEET) 1328.00 STREET LENGTHWEET) = 470.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) .020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 11.00 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 13.97 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.66 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.08 STREET FLOW TRAVEL TIME(MIN.) = 2.95 Tc(MIN.) = 13.57 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.659 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.50 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) 7.14 EFFECTIVE AREA(ACRES) 4.70 AREA -AVERAGED Fm(INCH/HR) .49 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 TOTAL AREMACRES) = 4.70 PEAK FLOW RATE(CFS) = 13.42 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .43 HALFSTREET FLOOD WIDTH(FEET) = 15.12 FLOW VELOCITY(FEET/SEC.) = 2.79 DEPTH-VELOCITY(FT*FT/SEC.) 1.20 FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.57 RAINFALL INTENSITY(INCH/HR) = 3.66 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 t EFFECTIVE STREAM AREA(ACRES) 4.70 TOTAL STREAM AREMACRES) = 4.70 PEAK FLOW RATE(CFS) AT CONFLUENCE 13.42 FLOW PROCESS FROM NODE .00 TO NODE 1.00 IS CODE = 2.1 ----------------------------------------------------------------- 7 ---------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 230.00 ELEVATION DATA: UPSTREAM(FEET) = 1338.90 DOWNSTREAM(FEET) 1336.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.666 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.606 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 .20 .98 .10 32 6.67 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap .10 SUBAREA RUNOFF(CFS) .99 TOTAL AREMACRES) = .20 PEAK FLOW RATE(CFS) .99 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1336.50 DOWNSTREAM ELEVATIONWEET) = 1330.00 STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) .020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHWEET) = .27 HALFSTREET FLOOD WIDTH(FEET) = 7.08 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.68 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) .99 STREET FLOW TRAVEL TIME(MIN.) = .77 Tc(MIN.) * 100 YEAR RAINFALL INTENSITY(INCH/HR) 5.251 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL 115-7 DWELLINGS/ACRE" A .60 .98 9.00 2.28 7.43 Ap scs (DECIMAL) CN .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .60 SUBAREARUNOFF(CFS) 2.57 EFFECTIVE AREA(ACRES) .80 AREA -AVERAGED Fm(INCH/HR) .39 AREA -AVERAGED Fp(INCH/HR) .97 AREA -AVERAGED Ap = .40 TOTAL AREMACRES) = .80 PEAK FLOW RATE(CFS) 3.50 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .30 HALFSTREET FLOOD WIDTH(FEET) 8.62 FLOW VELOCITY(FEET/SEC.) = 4.06 DEPTH-VELOCITY(FT-FT/SEC.) 1.21 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1330.00 DOWNSTREAM ELEVATION(FEET) = 1328.50 STREET LENGTH(FEET) = 195.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 INSIDE STREET CROSSFALL(DECIMAL) .020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 5.04 c STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 14.10 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.39 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) .98 STREET FLOW TRAVEL TIME(MIN.) = 1.36 Tc(MIN.) 8.79 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 4.747 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A .80 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SU13ARF-A AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF(CFS) 3.07 EFFECTIVE AREA(ACRES) 1.60 AREA -AVERAGED Fm(INCH/HR) .44 AREA -AVERAGED Fp(INCH/HR) .97 AREA -AVERAGED Ap = .45 TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 6.20 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .43 HALFSTREET FLOOD WIDTH(FEET) = 15.33 FLOW VELOCITY(FEET/SEC.) = 2.52 DEPTH-VELOCITY(FT-FT/SEC.) 1.09 FLOW PROCESS FROM NODE 3.00 TO NODE 5.00 IS CODE = 6.1 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< ------------------------- >>>>>(STANDARD CURB SECTION USED)<<<K< UPSTREAM ELEVATION(FEET) = 1328.50 DOWNSTREAM ELEVATION(FEET) = 1328.00 cl STREET LENGTHWEET) 200.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 INSIDE STREET CROSSFALL(DECIMAL) .020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 6.39 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = .49 FLOOD WIDTH(FEET) 18.00 FULL RALF-STREET VELOCITY(FEET/SEC.) = 1.59 SPLIT DEPTH(FEET) .31 SPLIT FLOOD WIDTH(FEET) = 9.27 SPLIT FLOW(CFS) = 1.06 SPLIT VELOCITY(FEET/SEC.) = 1.09 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.59 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) .77 STREET FLOW TRAVEL TIME(MIN.) = 2.10 Tc(MIN.) = 10.90 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 4.175 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .10 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREMACRES) = .10 SUBAREA RUNOFF(CFS) .37 EFFECTIVE AREA(ACRES) 1.70 AREA -AVERAGED Fm(INCH/HR) .42 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .43 TOTAL AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) 6.20 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 1.59 DEPTH*VELOCITY(FT*FT/SEC.) .77 FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE ---------------------------------------------------------------------------- >>>>>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.) = 10-90 RAINFALL INTENSITY(INCH/HR) = 4.17 AREA -AVERAGED Fm(INCH/HR) = .42 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .43 EFFECTIVE STREAM AREMACRES) 1.70 TOTAL STREAM AREMACRES) = 1.70 PEAK FLOW RATE(CFS) AT CONFLUENCE 6.20 Intensity Fp(Fm) Ap Ae ** CONFLUENCE DATA ** NUMBER (CFS) (MIN.) (INCH/HR) STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 13.42 13.57 3.659 .98( .49) .50 4.70 .00 2 6.20 10.90 4.175 .98( .42) .43 1.70 .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 SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 18.8 13.57 3.659 .975( .469) .48 6.4 .00 2 18.7 10.90 4.175 .975( .466) .48 5.5 .00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.77 Tc(MIN.) = 13.57 EFFECTIVE AREA(ACRES) 6.40 AREA -AVERAGED Fm(INCH/HR) .47 AREA -AVERAGED Fp(INCH/HR) .98 AREA -AVERAGED Ap .48 TOTAL AREA(ACRES) = 6.40 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1328.00 DOWNSTREAM ELEVATION(FEET) 1319.00 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) .020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 19.84 ***STREET FLOW SPLITS OVER STREET -CROWN' FULL DEPTHWEET) = .49 FLOOD WIDTHWEET) 18.00 FULL HALF -STREET VELOCITY(FEET/SEC.) = 4.76 SPLIT DEPTHWEET) .33 SPLIT FLOOD WIDTH(FEET) = 10.10 SPLIT FLOW(CFS) = 3.85 SPLIT VELOCITY(FEET/SEC.) = 3.38 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHWEET) = .49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.76 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 2.31 STREET FLOW TRAVEL TIME(MIN.) = 1.40 Tc(MIN.) = 14.97 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.450 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HF-) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A '.80 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF(CFS) 2.13 EFFECTIVE AREA(ACRES) 7.20 AREA -AVERAGED Fm(INCH/HR) .47 AREA -AVERAGED Fp(INCH/HR) .98 AREA -AVERAGED Ap = .48 TOTAL AREA(ACRES) = 7.20 PEAK FLOW RATE(CFS) = 19.30 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 4.76 DEPTH*VELOCITY(FT*FT/SEC.) 2.31 END OF STUDY SUMMARY: TOTAL AREMACRES) 7.20 TC(MIN.) 14.97 EFFECTIVE AREA(ACRES) 7.20 AREA -AVERAGED Fm(INCH/HR)= .47 AREA -AVERAGED Fp(INCH/HR) .98 AREA -AVERAGED AP .48 PEAK FLOW RATE(CFS) 19.30 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 19.3 12.30 3.883 .975( .469) .48 6.3 .00 2 19.3 14.97 3.450 .975( .471) .48 7.2 .00 END OF RATIONAL METHOD ANALYSIS m Al RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 DESCRIPTION OF STUDY Tract 16992 Offsite Rational method Tributary To North Side of Sandhurst Street 100 Year Storm Event FILE NAME: 16991W.DAT TIME/DATE OF STUDY: 9:56 6/23/2005 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 .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCHIHOUR) = 1.5000 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 155.00 ELEVATION DATA: UPSTREAM(FEET) = 1336.60 DOWNSTREAM(FEET) 1329.70 Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.662 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 .10 .98 .10 32 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = - .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) .59 1 0"k, TOTAL AREA(ACRES) .10 PEAK FLOW RATE(CFS) .59 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1329.70 DOWNSTREAM ELEVATION(FEET) = 1328.40 STREET LENGTHWEET) = 200.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 INSIDE STREET CROSSFALL(DECIMAL) .020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 2.23 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .33 HALFSTREET FLOOD WIDTH(FEET) = 10.43 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.85 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) .62 STREET FLOW TRAVEL TIME(MIN.) = 1.81 Tc(MIN.) 6.81 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 5.537 SU13AREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" A .70 .98 .40 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = .70 SUBAREA RUNOFF(CFS) 3.24 EFFECTIVE AREA(ACRES) .80 AREA -AVERAGED Fm(INCH/HR) .35 AREA -AVERAGED Fp(INCH/HR) .98 AREA -AVERAGED Ap = .36 TOTAL AREA(ACRES) =_ .80 PEAK FLOW RATE(CFS) = 3.73 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .39 HALFSTREET FLOOD WIDTH(FEET) = 12.94 FLOW VELOCITY(FEET/SEC.) = 2.08 DEPTH*VELOCITY(FT*FT/SEC.) .80 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1328.40 DOWNSTREAM ELEVATION(FEET) 1327.50 STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) =, .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 4.77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .42 HALFSTREET FLOOD WIDTH(FEET) = 14.68 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.10 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) .88 STREET FLOW TRAVEL TIME(MIN.) = 1.27 Tc(MIN.) 8.08 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 4.996 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" A .50 .98 .40 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = .50 SUBAREA RUNOFF(CFS) 2.07 EFFECTIVE AREA(ACRES) 1.30 AREA -AVERAGED Fm(INCH/HR) .37 AREA -AVERAGED Fp(INCH/HR) .97 AREA -AVERAGED AP = .38 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 5.42 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .44 HALFSTREET FLOOD WIDTH(FEET) = 15.45 FLOW VELOCITY(FEET/SEC.) = 2.16 DEPTH*VELOCITY(FT*FT/SEC.) .94 FLOW PROCESS FROM NODE 13.00 TO NODE 16.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1327.50 DOWNSTREAM ELEVATION(FEET) = 1318.00 STREET LENGTH(FEET) = 520.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) .020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 14.10 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.71 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.51 STREET FLOW TRAVEL TIME(MIN.) = 2.34 TC(MIN.) * 100 YEAR RAINFALL INTENSITY(INCH/HR) 4.290 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) 10 RESIDENTIAL 9.00 7.82 10.41 Ap SCS (DECIMAL) CN "5-7 DWELLINGS/ACRE" A 1.40 .98 .50 32 JOWk SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 km�ll SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREMACRES) = 1.40 SUBAREA RUNOFF(CFS) 4.79 EFFECTIVE AREA(ACRES) 2.70 AREA -AVERAGED Fm(INCH/HR) .43 AREA -AVERAGED Fp(INCH/HR) .98 AREA -AVERAGED AP = .44 TOTAL AREMACRES) = 2.70 PEAK FLOW RATE(CFS) = 9.38 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .43 HALFSTREET FLOOD WIDTH(FEET) = 15.20 FLOW VELOCITY(FEET/SEC.) = 3.86 DEPTH*VELOCITY(FT*FT/SEC.) 1.66 FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.41 RAINFALL INTENSITY(INCH/HR) = 4.29 AREA -AVERAGED Fm(INCH/HR) = .43 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .44 EFFECTIVE STREAM ARKA(ACRES) 2.70 TOTAL STREAM ARZA(ACRES) = 2.70 PEAK FLOW RATE(CFS) AT CONFLUENCE 9.38 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 500.00 ELEVATION DATA: UPSTREAM(FEET) = 1328.00 DOWNSTREAM(FEET) 1320.00 Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.684 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.224 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.90 .98 .50 32 10.68 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap .50 SUBAREA RUNOFF(CFS) 6.39 TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) 6.39 FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 6.1 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< 0 - - - - - - ----------------------- >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1320.00 DOWNSTREAM ELEVATIONWEET) = 1318.00 STREET LENGTHWEET) = 330.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKWEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) .020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 6.72 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .46 HALFSTREET FLOOD WIDTH(FEET) = 16.57 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.35 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.07 STREET FLOW TRAVEL TIME(MIN.) = 2.34 TC(MIN..) = 13.03 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.750 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .20 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .20 SUBAREA RUNOFF(CFS) .66 EFFECTIVE AREA(ACRES) 2.10 AREA -AVERAGED FM(INCH/HR) = .45 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .46 TOTAL AREA(ACRES) = 2.10 . PEAK -FLOW RATE(CFS) 6.39 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .45 HALFSTREET FLOOD WIDTH(FEET) = 16.28 FLOW VELOCITY(FEET/SEC.) = 2.31 DEPTH*VELOCITY(FT*FT/SEC.) 1.04 FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 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.) = 13.03 RAINFALL INTENSITY(INCH/HR) = 3.75 AREA -AVERAGED Fm(INCH/HR) = .45 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .46 EFFECTIVE STREAM AREA(ACRES) 2.10 TOTAL STREAM AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) AT CONFLUENCE 6.39 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 9.38 10.41 4.290 .98( .43) .44 2.70 10.00 A 2 6.39 13.03 3.750 .98( .45) .46 2.10 14.00 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 SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 15.3 10.41 4.290 .975( .438) .45 4.4 10.00 2 14.5 13.03 3.750 .975( .439) .45 4.8 14.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.32 Tc(MIN.) = 10.41 EFFECTIVE AREA(ACRES) 4.38 AREA -AVERAGED Fm(INCH/HR) .44 AREA -AVERAGED Fp(INCH/HR) .98 AREA -AVERAGED Ap .45 TOTAL AREA(ACRES) 4.80 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 4.80 TC(MIN.) 10.41 EFFECTIVE AREA(ACRES) 4.38 AREA -AVERAGED Fm(INCH/HR)= .44 AREA -AVERAGED Fp(INCH/HR) .98 AREA -AVERAGED Ap .45 PEAK FLOW RATE(CFS) 15.32 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 15.3 10.41 4.290 .975( .438) .45 4.4 10.00 2 14.5 13.03 3.750 .975( .439) .45 4.8 14.00 END OF RATIONAL METHOD ANALYSIS A RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 DESCRIPTION OF STUDY Tributary to East Side of Beech Avenue 100 Year Storm Event FILE NAME: 169920S3.DAT TIME/DATE OF STUDY: 12:58 6/20/2005 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 100.00 'dook, SPECIFIED MINIMUM PIPE SIZE(INCH) 18.00 kw� SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.5000 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* FLOW PROCESS FROM NODE 10.00 TO NODE 21.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTHWEET) 340.00 ELEVATION DATA: UPSTREAMWEET) = 1336.60 DOWNSTREAMWEET) 1333.20 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGEH** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.861 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.078 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 .20 .98 .10 32 7.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) =_ .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) .90 & TOTAL AREMACRES) .20 PEAK FLOW RATE(CFS) .90 c FLOW PROCESS FROM NODE 21.00 TO NODE 23.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATIONWEET) = 1333.20 DOWNSTREAM ELEVATION(FEET) = 1318.00 STREET LENGTH(FEET) = 830.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) .020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 2.59 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .33 HALFSTREET FLOOD WIDTH(FEET) = 8.35 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.92 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) .95 STREET FLOW TRAVEL TIME(MIN.) = 4.73 Tc(MIN.) 12.59 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.828 AVok SU13AREA LOSS RATE DATA(AMC II): kw� DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.00 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) 3.36 EFFECTIVE AREMACRES) 1.20 AREA -AVERAGED Fm(INCH/HR) .10 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED AP = .10 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) 4.03 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 10.35 FLOW VELOCITY(FEET/SEC.) = 3.20 DEPTH*VELOCITY(FT*FT/SEC.) 1.17 FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE ----------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.59 RAINFALL INTENSITY(INCH/HR) = 3.83 AREA -AVERAGED Fm(INCH/HR) = .10 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .10 10 EFFECTIVE STREAM AREMACRES) 1.20 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE 4.03 cl FLOW PROCESS FROM NODE 24.00 TO NODE 22.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 215.00 ELEVATION DATA: UPSTREAM(FEET) = 1325.00 DOWNSTREAM(FEET) 1319.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.018 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.436 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A .60 .98 .50 32 7.02 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap .50 SUBAREA RUNOFF(CFS) 2.67 TOTAL AREA(ACRES) = .60 PEAK FLOW RATE(CFS) 2.67 FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 6.1 -------------------------------------------------------- ------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1319.80 DOWNSTREAM ELEVATION(FEET) = 1318.00 STREET LENGTH(FEET) = 390.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKWEET) 10.00 INSIDE STREET CROSSFALL(DECIMAL) .020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 4.93 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .46 HALFSTREET FLOOD WIDTH(FEET) = 15.18 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.97 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) .91 STREET FLOW TRAVEL TIME(MIN.) = 3.29 Tc(MIN.) 10.31 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 4.315 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 5-7 DWELLINGS/ACRE" A 1.30 .98- .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 ,dam'. SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) 4.48 EFFECTIVE AREA(ACRES) = 1.90 AREA -AVERAGED Fm(INCH/HR) .49 AREA -AVERAGED Fp(INCH/HR) .98 AREA -AVERAGED AP = .50 TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) = 6.55 END OF SU13AREA STREET FLOW HYDRAULICS: DEPTHWEET) = .50 HALFSTREET FLOOD WIDTH(FEET) = 17.08 FLOW VELOCITY(FEET/SEC.) = 2.11 DEPTH-VELOCITY(FT*FT/SEC.) 1.05 FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< Fp(Fm) Ap Ae >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< NUMBER TOTAL NUMBER OF STREAMS = 2 (INCH/HR) CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: NODE TIME OF CONCENTRATION(MIN.) = 10.31 9.7 12.59 RAINFALL INTENSITY(INCH/HR) = 4.32 .975( .337) .35 3.1 AREA -AVERAGED Fm(INCH/HR) = .49 2 AREA -AVERAGED Fp(INCH/HR) = .98 4.315 AREA -AVERAGED Ap = .50 24.00 EFFECTIVE STREAM AREMACRES) 1.90 TOTAL STREAM AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) AT CONFLUENCE 6.55 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 4.03 12.59 3.828 .98( .10) .10 1.20 10.00 2 6.55 10.31 4.315 .98( .49) .50 1.90 24.00 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 SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 9.7 12.59 3.828 .975( .337) .35 3.1 10.00 2 10.3 10.31 4.315 .975( .355) .36 2.9 24.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.28 Tc(MIN.) = 10.31 EFFECTIVE AREA(ACRES) 2.88 AREA -AVERAGED Fm(INCH/HR) .35 AREA -AVERAGED Fp(INCH/HR) .98 AREA -AVERAGED AP .36 TOTAL AREMACRES) = 3.10 FLOW PROCESS FROM NODE 23.00 TO NODE 27.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1318.00 DOWNSTREAM ELEVATIONWEET) = 1313.00 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) .020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 10.80 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .49 HALFSTREET FLOOD WIDTHWEET) = 16.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.74 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.82 STREET FLOW TRAVEL TIME(MIN.) = 1.47 TOMIN.) = 11.78 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.983 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .30 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREMACRES) = .30 SUBAREA RUNOFF(CFS) 1.05 EFFECTIVE AREA(ACRES) 3.18 AREA -AVERAGED Fm(INCH/HR) .33 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED AP = .34 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) 10.46 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .48 HALFSTREET FLOOD WIDTHWEETY = 16.21 FLOW VELOCITY(FEET/SEC.) = 3.71 DEPTH*VELOCITY(FT*FT/SEC.) 1.79 FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 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.) = 11.78 RAINFALL INTENSITY(INCH/HR) = 3.98 AREA -AVERAGED Fm(INCH/HR) = .33 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .34 EFFECTIVE STREAM AREA(ACRES) 3.18 TOTAL STREAM AREMACRES) = 3.40 PEAK FLOW RATE(CFS) AT CONFLUENCE 10.46 FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 265.00 ELEVATION DATA: UPSTREAM(FEET) 1325.00 DOWNSTREAMWEET) 1320.50 ldp%� kw� Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)]'** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.400 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.745 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 .10 .98 .10 .32 6.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap .10 SUBAREA RUNOFF(CFS) .51 TOTAL AREA(ACRES) = .10 PEAK FLOW RATE(CFS) .51 FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) 6.40 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.745 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/AdRE' A .30 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) 1.42 EFFECTIVE AREMACRES) .40 AREA -AVERAGED Fm(INCH/HR) .39 AREA -AVERAGED Fp(INCH/HR) .97 AREA -AVERAGED Ap = .40 TOTAL AREA(ACRES) = .40 PEAK FLOW RATE(CFS) = 1.93 FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1320.50 DOWNSTREAM ELEVATIONWEET) = 1320.00 STREET LENGTHWEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) .020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 2.14 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 11.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.39 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = .51 STREET FLOW TRAVEL TIME(MIN.) = 1.92 Tc(MIN.) 8.32 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.908 S*UBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .10 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREMACRES) = .10 SUBAREA RUNOFF(CFS) .43 EFFECTIVE AREA(ACRES) .50 AREA -AVERAGED Fm(INCH/HR) .33 AREA -AVERAGED Fp(INCH/HR) .97 AREA -AVERAGED AP = .34 TOTAL AREA(ACRES) = .50 PEAK FLOW RATE(CFS) = 2.06 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .36 HALFSTREET FLOOD WIDTH(FEET) = 11.73 FLOW VELOCITY(FEET/SEC.) = 1.38 DEPTH*VELOCITY(FT*FT/SEC.) .50 FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1320.00 DOWNSTREAM ELEVATION(FEET) = 1313.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 25.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKWEET) = 12.00 INSIDE STREET CROSSFALL(DECIMAL) .020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 2.91 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .36 HALFSTREET FLOOD WIDTH(FEET) = 9.86 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.51 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) .89 STREET FLOW TRAVEL TIME(MIN.) = 3.99 Tc(MIN.) = 12.31 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.880 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .50 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .50 SUBAREA RUNOFF(CFS) 1.70 EFFECTIVE AREA(ACRES) 1.00 AREA -AVERAGED Fm(INCH/HR) .21 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED AP = .22 TOTAL AREMACRES) = 1.00 PEAK FLOW RATE(CFS) 3.30 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 10.49 10 FLOW VELOCITY(FEET/SEC.) = 2.56 DEPTH-VELOCITY(FT*FT/SEC.) .94 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE TABLE ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< EFFECTIVE AREMACRES) >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< AREA -AVERAGED TOTAL NUMBER OF STREAMS = 2 STREAM CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: Tc TIME OF CONCENTRATION(MIN.) = 12.31 Fp(Fm) RAINFALL INTENSITY(INCH/HR) = 3.88 Ae AREA -AVERAGED Fm(INCH/HR) = .21 NUMBER AREA -AVERAGED Fp(INCH/HR) = .97 (MIN.) AREA -AVERAGED Ap = .22 (INCH/HR) EFFECTIVE STREAM AREA(ACRES) 1.00 (ACRES) TOTAL STREAM AREA(ACRES) = 1.00 1 PEAK FLOW RATE(CFS) AT CONFLUENCE 3.30 11.78 ** CONFLUENCE DATA ** .975( .304) STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 9.99 14.08 3.579 .98( .32) .32 3.40 10.00 1 10.46 11.78 3.983 .98( .33) .34 3.18 24.00 2 3.30 12.31 3.880 .97( .21) .22 1.00 24.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** EFFECTIVE AREMACRES) 4.14 AREA -AVERAGED Fm(INCH/HR) .30 STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 4.40 (ACRES) NODE 1 13.7 11.78 3.983 .975( .304) .31 4.1 24.00 2 13.0 14.08 3.579 .975( .293) .30 4.4 10.00 3 13.7 12.31 3.880 .975( .300) .31 4.2 24-00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.71 Tc(MIN.) = 11.78 EFFECTIVE AREMACRES) 4.14 AREA -AVERAGED Fm(INCH/HR) .30 AREA -AVERAGED Fp(INCH/HR) .98 AREA -AVERAGED AP .31 TOTAL AREA(ACRES) 4.40 (ACRES) NODE END OF STUDY SU14MARY: 13.7 11.78 3.983 TOTAL AREA(ACRES) 4.40 TC(MIN.) 11.78 EFFECTIVE AREMACRES) 4.14 AREA -AVERAGED Fm(INCH/HR)= .30 AREA -AVERAGED Fp(INCH/HR) .98 AREA -AVERAGED Ap .31 PEAK FLOW RATE(CFS) 13.71 14.08 3.579 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 13.7 11.78 3.983 .975( .304) .31 4.1 24.00 2 13.7 12.31 3.880 .975( .300) .31 4.2 24.00 3 13.0 14.08 3.579 .975( .293) .30 4.4 10.00 END OF RATIONAL METHOD ANALYSIS A Street Capacity Calculations m Al Tract 16992 East Section Street Capacity Calculation 100 Year Storm Event >>>>STREETFLOW MODEL INPUT INFORMATION<<<< CONSTANT STREET GRADE(FEET/FEET) = 0.008000 CONSTANT STREET FLOW(CFS) = 10.48 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 BEIGHT(FEET) = 0.60 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) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.13 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.48 PRODUCT OF DEPTH&VELOCITY = 1.01 Top of Curb 0.5' Flow Depth 0.41' 0.5' > 0.41' , Therefore 100 year storm event is flowing below top of curb If 100 year storm event is flowing below top of curb so is 25 year storm event E* Tract 16992 West Section Street Capacity Calculation 100 Year Storm Event >>>>STREETFLOW MODEL INPUT INFORMATION<<<< CONSTANT STREET GRADE(FEET/FEET) = 0.030000 CONSTANT STREET FLOW(CFS) = 12.30 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 EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.23 PRODUCT OF DEPTH&VELOCITY = 1.51 Top of Curb 0.5' Flow Depth 0.36' 0.5' > 0.36' , Tberefore 100 year storm event is flowing below top of curb If 100 year storm event is flowing below top of curb so is 25 year storm event �q Tract 16992 Offsite Analysis AM% E I North Side of Sandhurst Street Between Beech Ave and Foxtail Lane 100 Year Storm Event >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.010000 CONSTANT STREET FLOW(CFS) = 17.60 AVERAGE STREETFLOW FRICTION FACTORNANNING) = 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 SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = 0.49 FLOOD WIDTH(FEET),= 18.00 FULL HALF -STREET FLOW(CFS) = 10.65 FULL HALF -STREET VELOCITY(FEET/SEC.) = 3.17 SPLIT DEPTH(FEET) = 0.43 SPLIT FLOOD WIDTH(FEET) = 15.16 SPLIT FLOW(CFS) = 6.95 SPLIT VELOCITY(FEET/SEC.) = 2.87 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.17 PRODUCT OF DEPTH&VELOCITY = 1.54 1401 Tract 16992 Offifte Street Capacity Calculation East Side of Foxtail Lane 100 Year Storm Event >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.028000 CONSTANT STREET FLOW(CFS) = 19.30 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 SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = 0.49 FLOOD WIDTH(FEET) = 18.00 FULL HALF -STREET FLOW(CFS) = 17.83 FULL HALF -STREET VELOCITY(FEET/SEC.) = 5.31 SPLIT DEPTH(FEET) = 0.24 SPLIT FLOOD WIDTH(FEET) = 5.88 SPLIT FLOW(CFS) = 1.47 SPLIT VEL OCITY(FEET/SEC.) = 3.17 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.31 PRODUCT OF DEPTH&VELOCITY = 2.58 N Tract 16992 Offsite Street Capacity Analysis North Side of Sandhurst Street Between Beech Ave and Foxtail. Lane 100 Year Storm Event >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.010000 CONSTANT STREET FLOW(CFS) = 17.60 AVERAGE STREETFLOW FRICTION FACTORWANNING) = 0.0 15000 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(DECIN4AL) 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 SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = 0.49 FLOOD WIDTH(FEET) = 18.00 FULL HALF -STREET FLOW(CFS) = 10.65 FULL HALF -STREET VELOCITY(FEET/SEC.) = 3.17 SPLIT DEPTH(FEET) = 0.43 SPLIT FLOOD WIDTH(FEET) = 15.16 SPLIT FLOW(CFS) = 6.95 SPLIT VELOCITY(FEET/SEC.) = 2.87 STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.17 PRODUCT OF DEPTH&VELOCITY = 1.54 Iq A Catch Basin Interception Calculations A �41* Tract 16992 AOM& Catch Basin #1 kw) 100 Year Storm Event >>>>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) = 12.30 BASIN OPENING(FEET) = 0.71 DEPTH OF WATER(FEET) = 0.71 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 6.66 Suggested Width = 7' Recommended Width = 10' Conservative Width = 141 Tract 16992 Catch Basin #2 100 Year Storm Event >>>>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) = 10.48 BASIN OPENING(FEET) = 0.71 DEPTH OF WATER(FEET) = 0.71 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 5.67 Suggested Width = 7' Recommended Width = 10' II Ani Tract 16992 Offsite Catch Basin Interception Analysis AV%k North Side of Sandhurst Street Between Beech Ave and Foxtail Lane ;60) 100 Year Storm Event >>>>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) = 17.60 GUTTER FLOWDEPTH(FEET) = 0.5 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 3.63 2.78 4.00 3.04 lawk 4.50 3.40 5.00 3.75 5.50 4.10 6.00 4.45 6.50 4.80 7.00 5.15 7.50 5.49 8.00 5.83 8.50 6.18 9.00 6.52 9.50 6.86 10.00 7.19 10.50 7.53 11.00 7.86 11.50 8.14 12.00 8.43 12.50 8.71 13.00 8.98 13.50 9.25 14.00 9.52 14.50 9.78 15.00 10.04 15.50 10.31 16.00 10.56 16.50 10.82 17.00 11.08 17.50 11.33 18.00 11.58 18.50 11.83 19.00 12.07 19.50 12.30 20.00 12.53 20.50 12.75 21.00 12.97 21.50 13.19 22.00 13.39 22.50 13.59 23.00 13.78 23.50 13.97 24.00 14.16 24.50 14.34 25.00 14.51 25.50 14.68 26.00 14.85 26.50 15.02 27.00 15.18 AOP%k 27.50 15.33 28.00 15.49 28.50 15.64 29.00 15.78 29.50 15.93 30.00 16.07 30.50 16.21 31.00 16.34 31.50 16.47 32.00 16.60 32.50 16.72 33.00 16.85 33.50 16.97 34.00 17.08 34.50 17.20 35.00 17.31 35.50 17.42 36.00 17.53 36.35 17.60 Tract 16992 Offsite Catch Basin interception Analysis Awk, East Side of Foxtail Lane kw) 100 Year Storm Event >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 19.30 GUTTER FLOWDEPTH(FEET) = 0.5 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 3.99 3.05 4.00 3.06 4.50 3.42 5.00 3.78 5.50 4.13 6.00 4.48 6.50 4.83 7.00 5.18 7.50 5.52 8.00 5.87 8.50 6.21 9.00 6.55 9.50 6.89 10.00 7.23 10.50 7.57 11.00 7.91 11.50 8.25 12.00 8.58 12.50 8.87 13.00 9.15 13.50 9.43 14.00 9.71 14.50 9.98 15.00 10.25 C15.50 10.52 16.00 10.78 lamb. 16.50 11.04 17.00 11.30 17.50 11.56 18.00 11.82 18.50 12.07 19.00 12.33 19.50 12.58 20.00 12.83 20.50 13.07 21.00 13.31 21.50 13.54 22.00 13.77 22.50 13.99 23.00 14.21 23.50 14.43 24.00 14.64 24.50 14.83 25.00 15.03 25.50 15.22 26.00 15.41 26.50 15.59 27.00 15.77 27.50 15.94 28.00 16.12 28.50 16.28 29.00 16.45 29.50 16.61 30.00 16.77 30.50 16.92 31.00 17.07 31.50 17.22 32.00 17.37 32.50 17.51 33.00 17.65 33.50 17.79 34.00 17.92 34.50 18.05 35.00 18.18 35.50 18.30 36.00 18.43 36.50 18.55 37.00 18.67 37.50 18.78 38.00 18.90 38.50 19.01 39.00 19.12 39.50 19.23 39.86 19.30 r.-.01 "IF Ele Tract 16992 Offsite Catch Basin Interception Analysis East Side of Sultana Ave 100 Year Storm Event >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 19.57 GUTTER FLOWDEPTH(FEET) = 0.56 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 3.59 3.17 4.00 3.51 4.50 3.92 C 5.00 4.33 5.50 4.73 6.00 5.13 6.50 5.53 7.00 5.92 7.50 6.32 8.00 6.71 8.50 7.10 9.00 7.49 9.50 7.87 10.00 8.26 10.50 8.64 11.00 8.99 11.50 9.31 12.00 9.62 12.50 9.93 13.00 10.24 13.50 10.55 14.00 10.85 14.50 11.15 15.00 11.45 C15.50 11.75 16.00 12.04 16.50 12.33 17.00 12.62 17.50 12.91 18.00 13.19 18.50 13.47 19.00 13.73 19.50 13.99 20.00 14.25 20.50 14.49 21.00 14.73 21.50 14.96 22.00 15.19 22.50 15.41 23.00 15.63 23.50 15.84 24.00 16.04 24.50 16.24 25.00 16.43 25.50 16.62 26.00 16.80 26.50 16.98 27.00 17.16 27.50 17.33 28.00 17.49 28.50 17.65 29.00 17.81 29.50 17.96 30.00 18.11 30.50 18.25 31.00 18.39 31.50 18.53 32.00 18.66 32.50 18.79 33.00 18.91 33.50 19.04 34.00 19.15 34.50 19.27 35.00 19.38 35.50 19.49 35.87 19.57 19.57 - 14.73 = 4.84 cfs Therefore 4.84 cfs bypasses catch basin Tract 16992 Offsite Catch Basin Interception Analysis North Side of Miller Avenue 100 Year Storm Event >>>>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) = 11.80 = 4.84(from Sultana flow by) + 6.96 BASIN OPENING(FEET) = 0.71 DEPTH OF WATER(FEET) = 0.57 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 8.88 Suggested Width = 10' Recommended Width 149 �01 Tract 16992 & Offsite Catch Basin Analysis East Side of Beech Avenue 100 Year Storm Event >>>>SUW 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) = 23.40 BASIN OPENING(FEET) = 0.71 DEPTH OF WATER(FEET) = 0.71 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 12.67 Therefore, assume a 2 1' catch basin will intercept 100% of 23.4 cfs Total Q = Q tributary to Basin + Q that flows by Sandhurst St CB + Q that flows by Foxtail St CB 23.4 = 12.8 + 6 + 4.63 X 140� A WSPGW m Iq 10 Line A Mainline Storm Drain X EO wj N A T1 Tract 16992 T2 Line A Mainline Storm Drain T3 100 Year Storm Event so 683.1001305.650 1 R 688.5001305.670 1 0 R 700.2801305.720 1 0 R 721.9801305.800 1 0 R 792.3801306.090 1 0 R 801.6601306.120 1 0 ix 810.2001306.160 3 2 .000 R 883.3601306.454 3 0 R 906.9401306.540 3 0 ix 914.1001307.570 5 4 .000 R 976.7201307.820 5 0 R 1000.0001307.920 5 0 R 1519.1501310.010 5 1 R 1546.8401310.120 5 0 R 1551.6201313.140 5 1 R 1586.4501313.280 5 0 WE 1586.4501313.280 6 SH 1586.4501313.280 6 CD 1 4 1 .000 3.000 CD 2 4 1 .000 2.500 CD 3 4 1 .000 3.000 CD 4 4 1 .000 2.000 CD 5 4 1 .000 2.000 CD 6 2 0 .000 10.950 CD 7 4 1 .000 2.000 Q 10.480 .0 11 HI 1308.251 .013 .000 .000 .013 -30.000 .000 .013 .000 .000 .013 -89.636 .000 .013 .000 .000 .013 23.400 1306.380 30.0 .013 .000 .000 .013 60.072 .000 .013 12.300 1307.300 -30.0 .013 .000 .000 .013 29.641 .000 .013 .000 .000 .013 -17.628 .000 .013 .000 .000 .013 .000 .000 .500 1313.280 .000 .000 .000 .00 .000 .000 .000 .00 .000 .000 .000 .00 .000 .000 .000 .00 .000 .000 .000 .00 10.000 .000 .000 .00 .000 .000 .000 .00 AV% 0 FILE: 16992beechlat.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 6-28-2005 Time: 9:13:11 Tract 16992 Line A Mainline Storm Drain 100 Year Storm Event Invert Depth Water Q Vel Vel I Energy I super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 683.100 1305.650 2.601 1308.251 46.18 7.09 .78 1309.03 .00 2.21 2.04 3.000 .000 .00 1 .0 5.400 .0037 .0044 .02 2.60 .70 3.00 .013 .00 .00 PIPE 688.500 1305.670 2.608 1308.278 46.18 7.08 .78 1309.06 .07 2.21 2.02 3.000 .000 .00 1 .0 11.780 .0042 .0044 .05 2.68 .69 2.69 .013 .00 .00 PIPE 700.280 1305.720 2.611 1308.331 46.18 7.07 .78 1309.11 .00 2.21 2.02 3.000 .000 .00 1 .0 21.700 .0037 .0043 .09 2.61 .69 3.00 .013 .00 .00 PIPE 721.980 1305.800 2.638 1308.438 46.18 7.01 .76 1309.20 .03 2.21 1.95 3.000 .000 .00 1 .0 70.400 .0041 .0043 .30 2.67 .67 3.00 .013 .00 .00 PIPE 792.380 1306.090 2.661 1308.751 46.18 6.97 .75 1309.50 .00 2.21 1.90 3.000 .000 .00 1 .0 9.280 .0032 .0043 .04 2.66 .66 3.00 .013 .00 .00 PIPE 801.660 1306.120 2.678 1308.797 46.18 6.93 .75 1309.54 .00 2.21 1.86 3.000 .000 .00 1 .0 JUkCT STR .0047 .0027 .02 2.68 .65 .013 .00 .00 PIPE 810.200 1306.160 3.340 1309.500 22.78 3.22 .16 1309.66 .00 1.54 .00 3.000 .000 .00 1 .0 73.160 .0040 .0012 .09 3.34 .00 1.57 .013 .00 .00 PIPE 883.360 1306.454 3.132 1309.586 22.78 3.22 .16 1309.75 .00 1.54 .00 3.000 .000 .00 1 .0 23.580 .0036 .0012 .03 .00 .00 1.61 .013 .00 .00 PIPE 906.940 1306.540 3.099 1309.639 22.78 3.22 .16 1309.80 .00 1.54 .00 3.000 .000 .00 1 .0 JUNCT STR .1438 .0017 .01 3.10 .00 .013 .00 .00 PIPE 0 0 FILE: 16992beechlat.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 6-28-2005 Time: 9:13:11 Tract 16992 Line A Mainline Storm Drain 100 Year Storm Event Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem Ich slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 914.100 1307.570 2.062 1309.631 10.48 3.34 .17 1309.80 .00 1.16 .00 2.000 .000 .00 1 .0 33.342 .0040 .0021 .07 2.06 .00 1.27 .013 .00 .00 PIPE 947.442 1307.703 2.000 1309.703 10.48 3.34 .17 1309.88 .00 1.16 .00 2.000 .000 .00 1 .0 29.278 .0040 .0020 .06 2.00 .00 1.27 .013 .00 .00 PIPE 976.720 1307.820 1.938 1309.758 10.48 3.37 .18 1309.9.3 .00 1.16 .69 2.000 .000 .00 1 .0 23.280 .0043 .0019 .04 1.94 .28 1.24 .013 .00 .00 PIPE 1000.000 1307.920 1.876 1309.796 10.48 3.42 .18 1309.98 .00 1.16 .97 2.000 .000 .00 1 .0 49.598 .0040 .0019 .09 1.88 .34 1.27 .013 .00 .00 PIPE 1049.598 1308.120 1.752 1309.872 10.48 3.59 .20 1310.07 .00 1.16 1.32 2.000 .000 .00 1 .0 37.932 .0040 .0020 .08 1.75 .43 1.27 .013 .00 .00 PIPE 1087.529 1308.272 1.656 1309.929 10.48 3.77 .22 1310.15 .00 1.16 1.51 2.000 .000 .00 1 .0 33.077 .0040 .0022 .07 1.66 .49 1.27 .013 .00 .00 PIPE 1120.606 1308.406 1.574 1309.980 10.48 3.95 .24 1310.22 .00 1.16 1.64 2.000 .000 .00 1 .0 30.905 .0040 .0024 .08 1.57 .55 1.27 .013 .00 .00 PIPE 1151.511 1308.530 1.501 1310.031 10.48 4.14 .27 1310.30 .00 1.16 1.73 2.000 .000 .00 1 .0 31.023 .0040 .0027 .08 1.50 .60 1.27 .013 .00 .00 PIPE 1182-534 1308.655 1.434 1310.089 10.48 4.35 .29 1310.38 .00 1.16 1.80 2.000 .000 .00 1 .0 32.411 .0040 .0030 .10 1.43 .66 1.27 .013 .00 .00 PIPE IC FILE: 16992beechlat.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 6-28-2005 Time: 9:13:11 Tract 16992 Line A Mainline Storm Drain 100 Year Storm Event Invert Depth Water Q Vel Vel I Energy I super IcriticallFlow TOPIHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I. Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem Ich Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1214.945 1308.785 1.373 1310.158 10.48 4.56 .32 1310.48 .00 1.16 1.86 2.000 .000 .00 1 .0 40.953 .0040 .0034 .14 1.37 .72 1.27 .013 .00 .00 PIPE 1255.898 1308.950 1.316 1310.266 10.48 4.78 .35 1310.62 .00 1.16 1.90 2.000 .000 .00 1 .0 74.141 .0040 .0038 .28 1.32 .78 1.27 .013 .00 .00 PIPE 1330.040 1309.249 1.269 1310.517 10.48 4.99 .39 1310.90 .00 1.16 1.93 2.000 .000 .00 1 .0 109.340 .0040 .0040 .44 1.27 .84 1.27 .013 .00 .00 PIPE 1439.380 1309.689 1.269 1310.958 10.48 4.99 .39 1311.34 .00 1.16 1.93 2.000 .000 .00 1 .0 HYDRAULIC JUMP 1439.380 1309.689 1.040 1310.729 10.48 6.35 .63 1311.35 .00 1.16 2.00 2.000 .000 .00 1 .0 2.780 .0040 .0075 .02 1.04 1.23 1.27 .013 .00 .00 PIPE 1442.160 1309.700 1.040 1310.740 10.48 6.35 .63 1311.37 .00 1.16 2.00 2.000 .000 .00 1 .0 5.892 .0040 .0080 .05 1.04 1.23 1.27 .013 .00 .00 PIPE 1448.052 1309.724 1.001 1310.725 10.48 6.66 .69 1311.41 .00 1.16 2.00 2.000 .000 .00 1 .0 6.451 .0040 .0091 .06 1.00 1.32 1.27 .013 .00 .00 PIPE 1454-503 1309.750 .965 1310.715 10.48 6.98 .76 1311.47 .00 1.16 2.00 2.000 .000 .00 1 .0 6.428 0040 .0104 .07 .97 1.42 1.27 .013 .00 .00 PIPE 1460.931 1309.776 .930 1310.706 10.48 7.32 .83 1311.54 .00 1.16 2.00 2.000 .000 .00 1 .0 6.360 .0040 .0118 .07 .93 1.52 1.27 .013 .00 .00 PIPE FILE: 16992beechlat.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 4 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 6-28-2005 Time: 9:13:11 Tract 16992 Line A Mainline Storm Drain 100 Year Storm Event Invert Depth Water Q Vel Vel I Energy I super ICriticalIFlow TOPIHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthiFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1467.291 1309.801 .896 1310.697 10.48 7.68 .92 1311.61 .00 1.16 1.99 2.000 .000 .00 1 .0 6.364 .0040 .0134 .09 .90 1.63 1.27 .013 .00 .00 PIPE 1473.655 1309.827 .864 1310.691 10.48 8.06 1.01 1311.70 .00 1.16 1.98 2.000 .000 .00 1 .0 6.306 .0040 .0152 .10 .86 1.75 1.27 .013 .00 .00 PIPE 1479.961 1309.852 .834 1310.686 10.48 8.45 1.11 1311.79 .00 1.16 1.97 2.000 .000 .00 1 .0 6.061 .0040 .0174 .11 .83 1.88 1.27 .013 .00 .00 PIPE 1486.022 1309.877 .804 1310.681 10.48 8.86 1.22 1311.90 .00 1.16 1.96 2.000 .000 .00 1 .0 5.963 .0040 .0198 .12 .80 2.01 1.27 .013 .00 .00 PIPE 1491.984 1309.901 .776 1310.677 10.48 9.29 1.34 1312.02 .00 1.16 1.95 2.000 .000 .00 1 .0 5.784 .0040 .0225 .13 .78 2.15 1.27 .013 .00 .00 PIPE 1497.769 1309.924 .749 1310.673 10.48 9.75 1.48 1312.15 .00 1.16 1.94 2.000 .000 .00 1 .0 5.606 .0040 .0257 .14 .75 2.31 1.27 .013 .00 .00 PIPE 1503.375 1309.947 .723 1310.670 10.48 10.22 1.62 1312.29 .00 1.16 1.92 2.000 .000 .00 1 .0 5.429 .0040 .0293 .16 .72 2.47 1.27 .013 .00 .00 PIPE 1508.804 1309.968 .698 1310.667 10.48 10.72 1.79 1312.45 .00 1.16 1.91 2.000 .000 .00 1 .0 5.253 .0040 .0334 .18 .70 2.64 1.27 .013 .00 .00 PIPE 1514.056 1309.990 .674 1310.664 10.48 11.25 1.96 1312.63 .00 1.16 1.89 2.000 .000 .00 1 .0 5.094 .0040 .0382 .19 .67 2.82 1.27 .013 .00 .00 PIPE 0 0 0 FILE: 16992beechlat.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 5 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 6-28-2005 Time: 9:13:11 Tract 16992 Line A Mainline Storm Drain 100 Year Storm Event Invert Depth Water Q Vel Vel I Energy I super ICriticalIFloW ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-FallI ZR IType Ch 1519.150 1310.010 .652 1310.662 10.48 11.79 2.16 1312.62 .04 1.16 1.87 2.000 .000 .00 1 .0 .987 .0040 .0412 .04 .70 3.02 1.27 .013 .00 .00 PIPE 1520.138 1310.014 .647 1310.661 10.48 11.90 2.20 1312.86 .05 1.16 1.87 2.000 .000 .00 1 .0 4.863 .0040 .0446 .22 .69 3.06 1.27 .013 .00 .00 PIPE 1525.001 1310.033 .625 1310.658 10.48 12.48 2.42 1313.08 .05 1.16 1.85 2.000 .000 .00 1 .0 4.696 .0040 .0510 .24 .67 3.27 1.27 .013 .00 .00 PIPE 1529.697 1 1310.052 .604 1310.656 10.48 13.09 2.66 1313.32 .05 1.16 1.84 2.000 .000 .00 1 .0 4.531 .0040 .0582 .26 .66 3.49 1.27 .013 .00 .00 PIPE 1534.228 1 1310.070 .584 1310.654 10.48 13.73 2.93 1313.58 .06 1.16 1.82 2.000 .000 .00 1 .0 4.355 0040 .0665 .29 .64 3.73 1.27 .013 .00 .00 PIPE 1538.584 1 1310.087 .564 1310.651 10.48 14.40 3.22 1313.87 .06 1.16 1.80 2.000 .000 .00 1 .0 4.203 .0040 .0760 .32 .63 3.99 1.27 .013 .00 .00 PIPE 1542.787 1 1310.104 .545 1310.649 10.48 15.10 3.54 1314.19 .07 1.16 1.78 2.000 .000 .00 1 .0 4.053 .0040 .0869 .35 .62 4.26 1.27 .013 .00 .00 PIPE 1546.840 1 1310.120 .527 1310.647 10.48 15.83 3.89 1314.54 .00 1.16 1.76 2.000 .000 .00 1 .0 .607 6318 .0870 .05 .53 4.55 .33 .013 �.00 .00 PIPE 1547.447 1310.503 545 1311.048 10.48 15.11 3.55 1314.59 .00 1.16 1.78 2.000 .000 .00 1 .0 .546 .6318 .0763 .04 .55 4.27 .33 .013 .00 .00 PIPE FILE: 16992beechlat.WSW W S P G W CIVILDESIGN Version 14.03 PAGE 6 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 6-28-2005 Time: 9:13:11 Tract 16992 Line A Mainline Storm Drain 100 Year Storm Event Invert Depth Water Q Vel Vel I Energy I super ICriticalIFlow ToplHeight/lBase Wtj INO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-FallI ZR IType Ch 1547.993 1310.848 .564 1311.412 10.48 14.41 3.22 1314.64 .00 1.16 1.80 2.000 .000 .00 1 .0 .485 .6318 .0667 .03 .56 3.99 .33 .013 .00 .00 PIPE 1548.478 1311.155 .583 1311.738 10.48 13.74 2.93 1314.67 .00 1.16 1.82 2.000 .000 .00 1 .0 .428 .6318 .0584 .02 .58 3.74 .33 .013 .00 .00 PIPE 1548.906 1311.425 .604 1312.029 10.48 13.10 2.66 1314.69 .00 1.16 1.84 2.000 .000 .00 1 .0 .381 .6318 .0511 .02 .60 3.50 .33 .013 .00 .00 PIPE 1549.287 1311.666 .625 1312.291 10.48 12.49 2.42 1314.71 .00 1.16 1.85 2.000 .000 .00 1 .0 .338 .6318 .0448 .02 .63 3.27 .33 .013 .00 .00 PIPE 1549.625 1311.879 .647 1312.526 10.48 11.91 2.20 1314.73 .00 1.16 1.87 2.000 .000 .00 1 .0 .299 .6318 .0392 .01 .65 3.06 .33 .013 .00 .00 PIPE 1549.924 1312.068 .670 1312.738 10.48 11.35 2.00 1314.74 .00 1.16 1.89 2.000 .000 .00 1 .0 .266 .6318 .0344 .01 .67 2.86 .33 .013 .00 .00 PIPE 1550.190 1312.236 .693 1312.929 10.48 10.83 1.82 1314.75 .00 1.16 1.90 2.000 .000 .00 1 .0 .233 .6318 .0301 .01 .69 2.68 .33 .013 .00 .00 PIPE 1550.423 1312.384 .718 1313.102 10.48 10.32 1.65 1314.76 .00 1.16 1.92 2.000 .000 .00 1 .0 .205 6318 .0264 .01 .72 2.50 .33 .013 .00 .00 PIPE 1550.629 1312.514 .744 1313.258 10.48 9.84 1.50 1314.76 .00 1.16 1.93 2.000 .000 .00 1 .0 .180 .6318 .0232 .00 .74 2.34 .33 .013 .00 .00 PIPE Are%, AftL FILE: 16992beechlat.WSW W S P G W CIVILDESIGN Version 14.03 PAGE 7 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 6-28-2005 Time: 9:13:11 Tract 16992 Line A Mainline Storm Drain 100 Year Storm Event Invert Depth Water Q Vel vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I *N" I X-Fallj ZR IType Ch 1550.809 1312.627 .771 1313.399 10.48 9.38 1.37 1314.77 .00 1.16 1.95 2.000 .000 .00 1 .0 .159 .6318 .0203 .00 .77 2.18 .33 .013 .00 .00 PIPE 1550.968 1312.728 .798 1313.526 10.48 8.95 1.24 1314.77 .00 1.16 1.96 2.000 .000 .00 1 .0 .135 .6318 .0178 .00 .80 2.04 .33 .013 .00 .00 PIPE 1551.103 1312.813 .828 1313.642 10.48 8.53 1.13 1314.77 .00 1.16 1.97 2.000 .000 .00 1 .0 .118 .6318 .0157 .00 .83 1.90 .33 .013 .00 .00 PIPE 1551.221 1312.888 .858 1313.746 10.48 8.13 1.03 1314.77 .00 1.16 1.98 2.000 .000 .00 1 .0 .099 .6318 .0138 .00 .86 1.78 .33 .013 .00 .00 PIPE 1551.321 1312.951 .890 1313.841 10.48 7.76 .93 1314.77 .00 1.16 1.99 2.000 .000 .00 1 .0 .084 .6318 .0121 .00 .89 1.66 .33 .013 .00 .00 PIPE 1551.404 1313.004 .923 1313.927 10.48 7.39 .85 1314.78 .00 1.16 1.99 2.000 .000 .00 1 .0 .069 .6318 .0106 .00 .92 1.55 .33 .013 .00 .00 PIPE 1551.474 1313.048 .957 1314.005 10.48 7.05 .77 1314.78 .00 1.16 2.00 2.000 .000 .00 1 .0 .053 6318 .0093 .00 .96 1.44 .33 .013 .00 .00 PIPE 1551.527 1313.081 .994 1314.075 10.48 6.72 .70 1314.78 .00 1.16 2.00 2.000 .000 .00 1 .0 .041 6318 .0082 .00 .99 1.34 .33 .013 .00 .00 PIPE 1551.568 1313.107 1.032 1314.140 10.48 6.41 .64 1314.78 .00 1.16 2.00 2.000 .000 .00 1 .0 .029 .6318 .0073 .00 1.03 1.25 .33 .013 .00 .00 PIPE FILE: 16992beechlat.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 8 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 6-28-2005 Time: 9:13:11 Tract 16992 Line A Mainline Storm Drain 100 Year Storm Event Invert Depth Water Q Vel Vel I Energy I super ICriticalIFloW ToplHeight/lBaSe Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I -N" I X-Fallj ZR IType Ch 1551.597 1313.126 1.072 1314.198 10.48 6.11 .58 1314.78 .00 1.16 1.99 2.000 .000 .00 1 .0 .017 .6318 .0064 .00 1.07 1.16 .33 .013 .00 .00 PIPE 1551.614 1313.136 1.114 1314.251 10.48 5.83 .53 1314.78 .00 1.16 1.99 2.000 .000 .00 1 .0 .006 .6318 .0056 .00 1.11 1.08 .33 .013 .00 .00 PIPE 1551.620 1313.140 1.160 1314.300 10.48 5.55 .48 1314.78 .00 1.16 1.97 2.000 .000 .00 1 .0 3.237 .0040 .0050 .02 1.16 1.00 1.27 .013 .00 .00 PIPE 1554.857 1313.153 1.206 1314.359 10.48 5.29 .43 1314.79 .00 1.16 1.96 2.000 .000 .00 1 .0 26.812 .0040 .0044 .12 1.21 .93 1.27 .013 .00 .00 PIPE 1581.668 1313.261 1.256 1314.517 10.48 5.04 .40 1314.91 .00 1.16 1.93 2.000 .000 .00 1 .0 4.782 .0040 .0041 .02 1.26 .86 1.27 .013 .00 .00 PIPE 1586.450 1313.280 1.258 1314.538 10.48 5.04 .39 1314.93 .00 1.16 1.93 2.000 .000 .00 1 .0 WALL ENTRANCE 1586.450 -I- 1313.280 -i- 1.874 -I- 1315.154 -I- 10.48 -I- .56 -I- .00 -I- 1315.16 -I- .00 -I- .32 -I- 10.00 -I- 10.950 -I- 10.000 -I- .00 0 .0 I- 10 Lateral A- I �4@ A Tl Tract 16992 0 T2 Lateral A-1 T3 100 Year Storm Event so 1000.0001306.380 1 1309.510 R 1007.6001306.520 1 .013 .000 .000 0 R 1019.3801306.750 4 .013 -14.999 .000 0 R 1036.3801307.090 1 .013 .000 .000 0 WE 1036.3801307.090 2 .500 SH 1036.3801307.090 2 1307.090 CD 1 4 1 .000 2.500 .000 .000 .000 .00 CD 2 2 0 .000 5.600 21.000 .000 .000 .00 CD 4 4 1 .000 2.500 .000 .000 .000 .00 Q 23.120 .0 A M AP%k w FILE: 16992latal.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 5-17-2005 Time:12:59:38 Tract 16992 Lateral A-1 100 Year Storm Event Invert Depth Water Q Vel Val I Energy I Super IcriticallFlow TopIHeight/IBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 EleV I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1000.000 1306.380 3.130 1309.510 23.12 4.71 .34 1309.85 .00 1.64 .00 2.500 .000 .00 1 .0 7.600 .0184 .0032 .02 3.13 .00 1.12 .013 .00 .00 PIPE 1007.600 1306.520 3.014 1309.534 23.12 4.71 .34 1309.88 .00 1.64 .00 2.500 .000 .00 1 .0 11.780 .0195 .0032 .04 .00 .00 1.10 .013 .00 .00 PIPE 1019.380 1306.750 2.850 1309.600 23.12 4.71 .34 1309.94 .00 1.64 .00 2.500 .000 .00 1 .0 17.000 0200 .0032 .05 2.85 .00 1.10 .013 .00 .00 PIPE 1036.380 1307.090 2.564 1309.654 23.12 4.71 .34 1310.00 .00 1.64 .00 2.500 .000 .00 1 .0 WALL ENTRANCE 1036.380 -I- 1307.090 -I- 3.077 -I- 1310.167 -I- 23.12 -I- .36 .00 -I- -I- 1310.17 -I- .00 -I- .34 -I- 21.00 -I- 5.600 -I- 21.000 -I- .00 0 .0 I- I 0 A Lateral A-2 A A Tl Tract 16992 0 OF%, T2 Lateral A-2 %001; T3 100 Year Storm Event So 1003.0001307.400 1 1311.404 R 1007.6001307.490 1 .013 .000 .000 0 R 1015.7201307.660 4 .000 .000 .000 0 R 1030.2601307.960 6 .013 37.026 .000 0 WE 1030.2601307.960 2 .500 SH 1030.2601307.960 2 1307.960 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 6.540 14.000 .000 .000 .00 CD 4 4 1 .000 2.000 .000 .000 .000 .00 CD 6 4 1 .000 2.000 .000 .000 .000 .00 Q 12.300 .0 A Iq IC w FILE: 16992lata2.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 5-17-2005 Time: 1: 2:57 Tract 16992 Lateral A-2 100 Year Storm Event Invert Depth Water Q Vel Vel I Energy I super IcriticallFlow ToplHeight/lBase Wtj INo Wth Station I EleV (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorM Dp I "N" I X-FallI ZR IType Ch 1003.000 1307.400 4.004 1311.404 12.30 3.92 .24 1311.64 .00 1.26 .00 2.000 .000 .00 1 .0 4.600 .0196 .0030 .01 4.00 .00 .87 .013 .00 .00 PIPE 1007.600 1307.490 3.928 1311.418 12.30 3.92 .24 1311.66 .00 1.26 .00 2.000 .000 .00 1 .0 8.120 .0209 .0034 .03 3.93 .00 .89 .014 .00 .00 PIPE 1015.720 1307.660 3.785 1311.445 12.30 3.92 .24 1311.68 .00 1.26 .00 2.000 .000 .00 1 .0 14.540 .0206 .0030 .04 .00 .00 .85 .013 .00 .00 PIPE 1030.260 1307.960 3.559 1311.519 12.30 3.92 .24 1311.76 .00 1.26 .00 2.000 .000 .00 1 .0 WALL ENTRANCE 1030.260 -I- 1307.960 -I- 3.916 -I- 1311.876 -I- 12.30 -I- .22 .00 -I- -I- 1311.88 -I- .00 -I- .29 -I- 14.00 -I- 6.540 -I- 14.000 -I- .00 0 .0 I- � N Miller Avenue Beech Avenue Storm Drain NI A T1 Beech/Miller Avenue Storm Drain 0 T2 100 Year Storm Event T3 SO 3025.8301302.520 1 1305.100 R 3032.1701302.570 1 .013 .000 .000 0 R 3251.7001304.400 1 .013 .000 .000 0 R 3258.0401304.510 1 .013 .000 .000 0 R 3450.5301305.650 1 .013 .000 .000 0 Jx 3460.5301305.709 4 5 .013 45.900 1306.900 30.0 .000 R 3525.3301306.090 1 .013 -83.652 .000 0 JX 3532.5601307.290 9 8 .013 7.500 1307.100 -45.0 .000 R 3613.5701308.180 4 .013 .000 .000 0 R 3894.4501311.260 4 .013 .000 .000 0 JX 3901.5301311.340 4 5 .013 20.200 1311.790 45.0 .000 R 4666.8301323.630 4 .013 .000 .000 0 R 4715.5801324.500 4 .013 .000 .000 0 A0w*% R 4778.2301325.640 4 .013 .000 .000 0 JX 4784.5401325.760 4 5 .013 16.400 1326.53 60.0 .000 R 4856.3901326.350 4 A13 29.698 .000 0 R 4858.5401326.370 4 .013 .000 .000 1 ix 4865.2901326.430 4 5 .013 0.100 1327.340 45.0 .000 R 5108.7501327.510 4 .013 .000 .000 0 R 5144.0301327.660 4 .013 .000 .000 0 JX 5150.0801328.180 2 5 .013 7.700 1328.490 45.0 .000 R 5212.0601328.400 2 .013 -32.500 .000 0 ix 5216.5901329.210 5 5 .013 15.400 1328.880 50.0 .000 R 5249.3901329.310 5 .013 73.313 .000 0 WE 5249.3901329.310 7 .500 SH 5249.3901329.310 7 1328.680 CD 1 4 1 .000 4.000 .000 .000 .000 .00 CD 2 4 1 .000 2.500 .000 .000 .000 .00 CD 3 4 1 .000 6.000 .000 .000 .000 .00 CD 4 4 1 .000 3.000 .000 .000 .000 -.00 CD 5 4 1 .000 2.000 .000 .000 .000 .00 CD 6 4 1 .000 3.000 .000 '.000 .000 .00 CD 7 2 0 .000 6.560 50.000 .000 .000 .00 CD 8 4 1 .000 2.000 .000 .000 .000 .00 CD 9 4 1 .000 3.000 .000 .000 .000 .00 Q 15.400 .0 0 0 FILE: beechavesd.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 5-17-2005 Time: 1: 7:47 Beech/Miller Avenue Storm Drain 100 Year Storm Event Invert Depth Water Q Vel vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 3025.830 1302.520 3.220 1305.740 128.60 11.86 2.19 1307.93 .00 3.40 3.17 4.000 .000 .00 1 .0 6.340 .0079 .0083 .05 3.22 1.13 3.31 .013 .00 .00 PIPE 3032.170- 1302.570 3.210 1305.780 128.60 11.90 2.20 1307.98 .00 3.40 3.18 4.000 .000 .00 1 .0 84.045 .0083 .0083 .70 3.21 1.14 3.21 .013 .00 .00 PIPE 3116.215 1303.271 3.210 1306.481 128.60 11.90 2.20 1308.68 .00 3.40 3.18 4.000 .000 .00 1 .0 135.485 .0083 .0086 1.16 3.21 1.14 3.21 .013 .00 .00 PIPE 3251.700 1304.400 3.127 1307.527 128.60 12.20 2.31 1309.84 .00 3.40 3.30 4.000 .000 .00 1 .0- 3.821 .0173 .0085 .03 3.13 1.20 2.42 .013 .00 .00 PIPE 3255.521 1304.466 3.220 1307.686 128.60 11.86 2.19 1309.87 .00 3.40 3.17 4.000 .000 .06 1 .0 2.519 .0173 .0079 .02 3.22 1.13 2.42 .013 .00 .00 PIPE 3258.040 1304.510 3.396 1307.906 128.60 11.31 1.99 1309.89 .00 3.40 2.86 4.000 .000 .00 1 .0 21.439 .0059 .0073 .16 3.40 1.00 4.00 .013 .00 .00 PIPE 3279.479 1304.637 3.606 1308.243 128.60 10.78 1.80 1310.05 .00 3.40 2.38 4.000 .000 .00 1 .0 73.401 .0059 .0070 .51 3.61 .85 4.00 .013 .00 .00 PIPE 3352.880 1305.072 3.819 1308.891 128.60 10.40 1.68 1310.57 .00 3.40 1.66 4.000 .000 .00 1 .0 -I- HYDRAULIC -I- JUMP -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I - 3352.880 1305.072 2.993 1308.065 128.60 12.75 2.52 1310.59 .00 3.40 3.47 4.000 .000 .00 1 .0 -I- 14.418 -I- .0059 -I- -I- -I- -I- -I- .0100 -I- .14 -I- 2.99 -I- 1.32 -I- 4.00 -I- .013 -I- .00 .00 I- PIPE 0 0 FILE: beechavesd.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 5-17-2005 Time: 1: 7:47 Beech/Miller Avenue Storm Drain 100 Year Storm Event Invert Depth Water Q Vel Vel I Energy I.Super ICriticalIFlow Top[Height/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) 'Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall] ZR IType Ch 3367.298 1305.157 2.926 1308.083 128.60 13.05 2.65 1310.73 .00 3.40 3.55 4.000 .000 .00 1 .0 28.032 .0059 0108 .30 2.93 1.38 4.00 .013 .00 .00 PIPE 3395.330 1305.323 2.799 1308.122 128.60 13.69 2.91 1311.03 .00 3.40 3.67 4.000 .000 .00 1 .0 27.842 .0059 .0121 .34 2.80 1.51 4.00 .013 .00 .00 PIPE 3423.172 1305.488 2.681 1308.169 128.60 14.36 3.20 1311.37 .00 3.40 3.76 4.000 .000 .00 1 .0 27.358 .0059 .0136- .37 2.68 1.64 4.00 .013 .00 .00 PIPE 3450.530 1305.650 2.572 1308.222 128.60 15.06 3.52 1311.74 .00 3.40 3.83 4.000 .000 .00 1 .0 JUNCT STR 0059 .0197 .20 3.18 1.78 .013 .00 .00 PIPE 3460.530 1305.709 2.002 1307.711 82.70 13.15 2.68 1310.40 .48 2.76 4.00 4.QOO .000 .00 1 .0 21.406 .0059 .0140 .30 2.49 1.85 2.59 .013 .00 .00 PIPE 3481.937 1305.835 1.935 1307.770 82.70 13.72 2.92 1310.69 .53 2.76 4.00 4.000 .000 .00 1 .0 22.350 .0059 .0158 .35 2.46 1.97 2.59 .013 .00 .00 PIPE 3504.287 1305.966 1.865 1307.831 82.70 14.39 3.22 1311.05 .58 2.76 3.99 4.000 .000 .00 1 .0 -I- 21.043 -I- .0059 -I- -I- -I- -I- -I- .0180 -I- .38 -1- 2.44 71- 2.11 -1- 2.59 -1- .013 -1- .00 .00 1- PIPE 3525.330 I I 1306.090 1.799 I 1307.889 I I 82.70 15.09 I 3.54 I 1311.43 .00 I 2.76 I 3.98 I I 4.000 1 .000 .00 1 1 .0 -I- JUNCT STR -I- 1660 -I- -I- -I- -I- -I- .0151 -I- .11 -I- 1.80 -I- 2.27 -I- -I- .013 -I- .00 .00 I- PIPE 3532.560 1307.290 2.721 1310.011 75.20 11.16 1.93 1311.95 .00 2.72 1.74 3.000 .000 .00 1 .0 -I- 81.010 -I- .0110 -I- -I- -I- -I- -I- .0111 -I- .90 -I- 2.72 -I- 1.00 -I- 3.00 -I- .013 -I- .00 .00 I- PIPE FILE: beechavesd.WSW W S P G W 7 CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 5-17-2005 Time: 1: 7:47 Beech/Miller Avenue Storm Drain 100 Year Storm Event Invert Depth Water Q Vel Vel I Energy I super IcriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-FallI ZR IType Ch 3613.570 1308.180 2.792 1310.972 75.20 10.97 1.87 1312.84 .00 2.72 1.52 3.000 .000 .00 1 .0 166.654 .0110 .0115 1.92 2.79 .91 3.00 .013 .00 .00 PIPE 3780.224 1310.007 3.000 1313.007 75.20 10.64 1.76 1314.76 .00 2.72 .00 3.000 .000 .00 1 .0 114.226 .0110 .0124 1.42 3.00 .00 3.00 .013 .00 .00 PIPE 3894.450 1311.260 3.199 1314.459 75.20 10.64 1.76 1316.22 .00 2.72 .00 3.000 .000 .00 1 .0 JUNCT STR 0113 .0098 .07 3.20 .00 .013 .00 .00 PIPE 3901.530 1311.340 4.420 1315.760 55.00 7.78 .94 1316.70 .00 2.41 .00 3.000 .000 .00 1 .0 135.921 .0161 .0068 .92 4.42 .00 1.76 .013 .00 .00 PIPE 4037.451 1313.523 3.161 1316.683 55.00 7.78 .94 1317.62 .00 2.41 .00 3.000 .000 .00 1 .0 HYDRAULIC JUMP 4037.451 1313.523 1.763 1315.286 55.00 12.73 2.52 1317.80 .00 2.41 2.95 3.000 .000 .00 1 .0 455.870 .0161 .0161 7.32 1.76 1.86 1.76 .013 .00 .00 PIPE 4493.321 1320.844 1.763 1322.607 55.00 12.73 2.52 1325.12 .00 2.41 2.95 3.000 .000 .00 1 .0 173.509 .0161 .0159 2.75 1.76 1.86 1.76 .013 .00 .00 PIPE 4666.830 1323.630 1.777 1325.407 55.00 12.61 2.47 1327.88 .00 2.41 2.95 3.000 .000 .00 1 .0 -I- 48.750 -I- .0178 -I- -1- -17 -1- -1- .0148 -1- .72 -1- 1.78 -1- 1.83 -1- 1.70 -1- .013 -1- .00 .00 1- PIPE 4715.580 I I 1324.500 1.849 I 1326.349 I I 55.00 12.03 I 2.25 I 1328.60 .00 I 2.41 I 2.92 I 3.000 I 1 .000 .00 1 1 .0 -I- 24.542 -I- .0182 -I- -I- -I- -I- -I- .0131 -I- .32 -I- 1.85 -I- 1.69 -I- 1.69 -I- .013 -I- .00 .00 I- PIPE w FILE: beechavesd.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 4 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 5-17-2005 Time: 1: 7:47 Beech/Miller Avenue Storm Drain 100 Year Storm Event Invert Depth Water Q Vel Vel I Energy I super IcriticallFlow TOPIHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/EleM ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall] ZR IType Ch 4740.123 1324.947 1.923 1326.870 55.00 11.49 2.05 1328.92 .00 2.41 2.88 3.000 .000 .00 1 .0 16.169 .0182 .0117 .19 1.92 1.57 1.69 .013 .00 .00 PIPE 4756.292 1325.241 2.004 1327.245 55.00 10.96 1.86 1329.11 .00 2.41 2.83 3.000 .000 .00 1 .0 10.429 .0182 .0104 .11 2.00 1.45 1.69 .013 .00 .00 PIPE 4766.721 1325.431 2.092 1327.523 55.00 10.45 1.69 1329.22 .00 2.41 2.76 3.000 .000 .00 1 .0 6.612 .0182 .0093 .06 2.09 1.33 1.69 .013 .00 .00 PIPE 4773.333 1325.551 2.187 1327.738 55.00 9.96 1.54 1329.28 .00 2.41 2.67 3.000 .000 .00 1 .0 3.742 .0182 .0083 .03 2.19 1.22 1.69 .013 .00 .00 PIPE 4777.074 1325.619 2.290 1327.909 55.00 9.50 1.40 1329.31 .00 2.41 2.55 3.000 .000 .00 1 .0 1.156 .0182 .0075 .01 2.29 1.11 1.69 .013 .00 .00 PIPE 4778.230 1325.640 2.406 1328.046 55.00 9.05 1.27 1329.32 .00 2.41 2.39 3.000 .000 .00 1 .0 JUNCT STR .0190 .0052 .03 2.45 1.00 .013 .00 .00 PIPE 4784.540 1325.760 3.473 1329.233 38.60 5.46 .46 1329.70 .00 2.02 .00 3.000 .000 .00 1 .0 71.850 .0082 .0033 .24 .00 .00 1.74 .013 .00 .00 PIPE 4856.390 1326.350 3.177 1329.527 38.60 5.46 .46 1329.99 .00 2.02 .00 3.000 .000 .00 1 .0 2.150 .0093 .0033 .01 3.18 .00 1.67 .013 .00 .00 PIPE 4858.540 1326.370 3.187 1329.557 38.60 5.46 .46 1330.02 .00 2.02 .00 3.000 .000 .00 1 .0 JUNCT STR .0089 .0033 .02 3.19 .00 .013 .00 .00 PIPE 0 FILE: beechavesd.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 5 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 5-17-2005 Time: 1: 7:47 Beech/Miller Avenue Storm Drain 100 Year Storm Event Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthlFroude NINorm Dp I IN" I X-Fallj ZR IType Ch 4865.290 1326.430 3.154 1329.584 38.50 5.45 .46 1330.05 .00 2.02 .00 3.000 .000 .00 1 .0 139.825 .0044 .0033 .46 3.15 .00 2.16 .013 .00 .00 PIPE 5005.115 1327.050 3.000 1330.050 38.50 5.45 .46 1330.51 .00 2.02 .00 3.000 .000 .00 1 .0 103.635 .0044 .0031 .32 3.00 .00 2.16 .013 .00 .00 PIPE 5108.750 1327.510 2.839 1330.349 38.50 5.56 .48 1330.83 .00 2.02 1.35 3.000 .000 .00 1 .0 35.280 .0043 .0029 .10 2.84 .43 2.19 .013 .00 .00 PIPE 5144.030 1327.660 2.778 1330.438 38.50 5.63 .49 1330.93 .00 2.02 1.57 3.000 .000 .00 1 .0 JUNCT STR 0859 .0039 .02 2.79 .48 .013 .00 .00 PIPE 5150.080 1328.180 2.295 1330.475 30.80 6.53 .66 1331.14 .01 1.89 1.37 2.500 .000 .00 1 .0 61.980 .0035 .0049 .31 2.30 .62 2.50 .013 .00 .00 PIPE 5212.060 1328.400 2.418 1330.818 30.80 6.34 .62 1331.44 .00 1.89 .89 2.500 .000 .00 1 .0 J`U�qCT STR .1788 .0048 .02 2.46 .48 .013 .00 .00 PIPE 5216.590 1329.210 2.183 1331.393 15.40 4.90 .37 1331.77 .00 1.41 .00 2.000 .000 .00 1 .0 32.800 .0031 .0046 .15 .00 .00 2.00 .013 .00 .00 PIPE 5249.390 1329.310 2.302 1331.612 15.40 4.90 .37 1331.99 .00 1.41 .00 2.000 .000 .00 1 .0 WALL ENTRANCE 5249.390 -I- 1329.310 -I- 2.862 -I- 1332.172 -I- 15.40 -I- .11 -I- .00 -I- 1332.17 -I- .00 -I- .14 -I- 50.00 -I- 6.560 -I- 50.000 -I- .00 0 .0 I- A Line C m Tl Tract 16992 T2 Line C Offsite Storm Drain T3 100 Year Storm Event So 1000.0001313.280 1 1317.960 R 1071.8101313.570 1 .013 .000 .000 0 ix 1079.1701314.100 3 2 .013 11.800 1313.960 30.0 .000 R 1162.0501314.430 3 .013 .000 .000 0 WE 1162.0501314.430 4 .500 SH 1162.0501314.430 4 1314.430 CD 1 4 1 .000 2.500 .000 .000 .000 .00 CD 2 4 1 .000 2.000 .000 .000 .000 .00 CD 3 4 1 .000 2.000 .000 .000 .000 .00 CD 4 2 0 .000 3.800 21.000 .000 .000 .00 Q 14.730 .0 A A FILE: 16992dbasininlet.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 2-14-2005 Time: 3: 4:59 Tract 16992 Line C Offsite Storm Drain 100 Year Storm Event Invert Depth Water Q Vel Vel I Energy I super IcriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1000.000 1313.280 4.680 1317.960 26.53 5.40 .45 1318.41 .00 1.76 .00 2.500 .000 .00 1 .0 71.810 .0040 .0042 .30 4.68 .00 2.09 .013 .00 .00 PIPE 1071.810 1313.570 4.690 1318.260 26.53 5.40 .45 1318.71 .00 1.76 .00 2.500 .000 .00 1 .0 JUNCT STR 0720 .0042 .03 4.69 .00 .013 .00 .00 PIPE 1079.170 1314.100 4.469 1318.569 14.73 4.69 .34 1318.91 .00 1.38 .00 2.000 .000 .00 1 .0 82.880 .0040 .0042 .35 4.47 .00 1.70 .013 .00 .00 PIPE 1162.050 1314.430 4.490 1318.920 14.73 4.69 .34 1319.26 .00 1.38 .00 2.000 .000 .00 1 .0 WALL ENTRANCE 1162.050 -I- 1314.430 -I- 5.002 -I- 1319.432 -I- 14.73 -I- .14 -I- .00 -I- 1319.43 -I- .00 -I- .25 -I- 21.00 3.800 21.000 -I- -I- -I- .00 0 .0 I- � m Lateral C- I m m T1 Tract 16992 0 T2 Lateral C-1 Offsite Storm Drain T3 100 Year Storm Event so 1000.0001313.960 1 1318.569 R 1006.1001313.980 1 .013 .000 .000 0 R 1013.6701314.030 1 .013 19.277 .000 0 R 1048.7001314.262 1 .013 .000 .000 0 WE 1048.7001314.262 2 .500 SH 1048.7001314.262 2 1314.262 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 3.500 14.000 .000 .000 .00 Q 11.800 .0 M x x FILE: 16992latcl.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE I Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 2-14-2005 Time: 3: 7:59 Tract 16992 Lateral C-1 Offsite Storm Drain 100 Year Storm Event Invert Depth Water Q Vel Vel I Energy I super JCriticalIFlow TopiHeight/iBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR [Type Ch 1000.000 1313.960 4.609 1318.569 11.80 3.76 .22 1318.79 .00 1.23 .00 2.000 .000 .00 1 .0 6.100 .0033 .0027 .02 4.61 .00 1.50 .013 .00 .00 PIPE 1006.100 1313.980 4.606 1318.586 11.80 3.76 .22 1318.80 .00 1.23 .00 2.000 .000 .00 1 .0 7.570 .0066 .0027 .02 .00 .00 1.16 .013 .00 .00 PIPE 1013.670 1314.030 4.596 1318.626 11.80 3.76 .22 1318.85 .00 1.23 .00 2.000 .000 .00 1 .0 35.030 .0066 .0027 .10 4.60 .00 1.16 .013 .00 .00 PIPE 1048.700 1314.262 4.460 1318.722 11.80 3.76 .22 1318.94 .00 1.23 .00 2.000 .000 .00 1 .0 WALL ENTRANCE 1048.700 1314.262 4.788 1319.050 11.80 .18 .00 1319.05 .00 .28 14.00 3.500 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- A Line B m A Tl Miller Avenue Storm Drain Line B T2 Baseline to Lime T3 100 Year Storm Event so 233.4001258.000 7 1270.280 R 698.4001264.000 3 .013 0 ix 703.2001264.050 9 8 .013 206.000 1266.000 .000 R 1028.4001269.000 6 .013 0 Jx 1033.2001269.050 11 10 .013 112.000 1270.000 .000 R 2112.9001289.580 1 .013 0 ix 2124.0901289.780 4 2 .013 56.000 1290.770 .000 R 2522.0601296.820 4 .013 0 R 2526.7301296.910 4 .013 1 R 2931.2801300.140 4 .013 0 R 2935.9501300.220 4 .013 1 R 3005.1201301.340 4 .013 0 R 3297.6701306.080 4 .013 0 R 3302.3301306.150 4 .013 1 R 3618.7801311.280 4 .013 0 ix 3624.9401311.300 4 1 .013 19.800 1313.780 .000 R 3969.8901312.680 4 .013 0 R 3974.5501312.700 4 .013 1 R 4147.2201313.390 4 .013 0 R 4239.3001314.900 4 .013 0 SH 4239.3001314.900 4 1314.900 CD 1 4 1 .000 5.500 .000 .000 .000 .00 CD 2 4 1 .000 3.500 .000 .000 .000 .00 CD 3 4 1 .000 8.000 .000 .000 .000 .00 CD 4 4 1 .000 5.500 .000 .000 .000 .00 CD 5 4 1 .000 3.000 .000 .000 .000 .00 CD 6 4 1 .000 7.000 .000 .000 .000 .00 CD 7 4 1 .000 8.000 .000 .000 .000 .00 CD 8 4 1 .000 3.500 .000 .000 .000 .00 CD 9 4 1 .000 8.000 .000 .000 .000 .00 CD 10 4 1 .000 3.500 .000 .000 .000 .00 CD 11 4 1 .000 7.000 .000 .000 .000 .00 CD 13 4 1 .000 5.500 .000 .000 .000 .00 CD 15 4 1 .000 5.500 .000 .000 .000 -.00 Q 201.800 .0 .000 .000 45.0 .000 .000 45.0 .000 .000 30.0 .000 .000 .000 .000 .000 .000 .000 .000 .000 90.000 .000 .000 .000 .000 .000 .000 -76.0 .000 .000 .000 .000 .000 .000 .000 .000 0 FILE: sultanaavesd.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 2-25-2005 Time: 9:16:58 Miller Avenue Storm Drain - Line B Baseline to Lime 100 Year Storm Event Invert Depth Water Q Vel Vel I Energy I super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station Elev (FT) Elev (CFS) I (Fps) Head I Grd.El.I Elev I Depth I width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 233.400 1258.000 12.280 1270.280 734.00 14.60 3.31 1273.59 .00 6.82 .00 8.000 .000 .00 1 .0 465.000 .0129 .0065 3.01 12.28 .00 4.97 .013 .00 .00 PIPE 698.400 1264.000 9.292 1273.292 734.00 14.60 3.31 1276.60 .00 6.82 .00 8.000 .000 .00 1 .0 JIUNCT STR .0104 .0049 .02 9.29 .00 .013 .00 .00 PIPE 703.200 1264.050 10.863 1274.913 528.00 13.72 2.92 1277.84 .00 5.98 .00 7.000 .000 .00 1 .0 325.200 .0152 .0068 2.22 10.86 .00 4.19 .013 .00 .00 PIPE 1028.400 1269.000 8.134 1277.134 528.00 13.72 2.92 1280.06 .00 5.98 .00 7.000 .000 .00 1 .0 JUNCT STR .0104 .0055 .03 8.13 .00 .013 .00 .00 PIPE 1033.200 1269.050 9.584 1278.634 416.00 17.51 4.76 1283.39 .00 5.23 .00 5.500 .000 .00 1 .0 1079.700 .0190 .0153 16.57 9.58 .00 4.07 .013 .00 .00 PIPE 2112.900 1289.580 5.623 1295.203 416.00 17.51 4.76 1299.96 .00 5.23 .00 5.500 .000 .00 1 .0 JUNCT STR .0179 .0134 .15 5.62 .00 .013 .00 .00 PIPE 2124.090 1289.780 7.595 1297.375 360.00 15.15 3.57 1300.94 .00 5.06 .00 5.500 .000 .00 1 .0 257.909 .0177 .0115 2.96 7.60 .00 3.74 .013 .00 .00 PIPE 2382.000 1294.342 5.997 1300.339 360.00 15.15 3.57 1303.90 .00 5.06 .00 5.500 .000 .00 1 .0 HYDRAULIC JUMP 2382.000 1294.342 4.104 1298.446 360.00 18.94 5.57 1304.01 .00 5.06 4.79 5.500 .000 .00 1 .0 14.180 .0177 .0139 .20 4.10 1.67 3.74 .013 .00 .00 PIPE 0 0 0 FILE: sultanaavesd.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 2-25-2005 Time: 9:16:58 Miller Avenue Storm Drain - Line B Baseline to Lime 100 Year Storm Event Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTjor I.D.1 ZL ]Prs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 2396.179 1294.593 4.129 1298.722 360.00 18.82 5.50 1304.22 .00 5.06 4.76 5.500 .000 .00 1 .0 65.146 .0177 .0131 .85 4.13 1.65 3.74 .013 .00 .00 PIPE 2461.325 1295.745 4.330 1300.076 360.00 17.94 5.00 1305.07 .00 5.06 4.50 5.500 .000 .00 1 .0 39.076 .0177 .0118 .46 4.33 1.50 3.74 .013 .00 .00 PIPE 2500.401 1296.437 4.556 1300.993 360.00 17.11 4.54 1305.54 .00 5.06 4.15 5.500 .000 .00 1 .0 21.659 .0177 .0108 .23 4.56 1.34 3.74 .013 .00 .00 PIPE 2522.060 1296.820 4.821 1301.641 360.00 16.31 4.13 1305.77 .00 5.06 3.62 5.500 .000 .00 1 .0 4.670 .0193 .0102 .05 4.82 1.16 3.63 .013 .00 .00 PIPE 2526.730 1296.910 5.064 1301.974 360.00 15.74 3.84 1305.82 .00 5.06 2.97 5.500 .000 .00 1 .0 61.747 .0080 .0105 .65 5.06 1.00 5.50 .013 .00 .00 PIPE 2588.477 1297.403 5.500 1302.903 360.00 15.15 3.57 1306.47 .00 5.06 .00 5.500 .000 .00 1 .0 �42.803 .0080 .0113 3.87 5.50 .00 5.50 .013 .00 .00 PIPE 2931.280 1300.140 6.703 1306.843 360.00 15.15 3.57 1310.41 .00 5.06 .00 5.500 .000 .00 1 .0 4.670 .0171 .0115 .05 6.70 .00 3.79 .013 .00 .00 PIPE 2935.950 1300.220 6.855 1307.075 360.00 15.15 3.57 1310.64 .00 5.06 .00 5.500 .000 .00 1 .0 JUNCT STR .0162 .0115 .45 6.85 .00 .013 .00 .00 PIPE 2975.000 1300.852 6.675 1307.527 359.90 15.15 3.56 1311.09 .00 5.06 .00 5.500 .000 .00 1 .0 30.120 .0162 .0115 .35 6.68 .00 3.87 .013 .00 .00 PIPE FILE: sultanaavesd.Wsw W S P G W - CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 2-25-2005 Time: 9:16:58 Miller Avenue Storm Drain - Line B Baseline to Lime 100 Year Storm Event Invert Depth water Q Vel Vel I Energy I super IcriticallFlow ToplHeight/lBase Wtj jNo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem. ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 3005.120 1301.340 7.592 1308.932 359.90 15.15 3.56 1312.49 .00 5.06 .00 5.500 .000 .00 1 .0 JUNCT STR .0162 .0091 .04 7.59 .00 .013 .00 .00 PIPE 3010.000 1301.419 9.163 1310.582 274.00 11.53 2.07 1312.65 .00 4.59 .00 5.500 .000 .00 1 .0 287.670 .0162 .0067 1.92 9.16 .00 3.20 .013 .00 .00 PIPE 3297.670 1306.080 6.418 1312.498 274.00 11.53 2.07 1314.56 .00 4.59 .00 5.500 .000 .00 1 .0 4.660 .0150 .0067 .03 6.42 .00 3.28 .013 .00 .00 PIPE 3302.330 1306.150 6.482 1312.632 274.00 11.53 2.07 1314.70 .00 4.59 .00 5.500 .000 .00 1 .0 47.883 .0162 .0067 .32 6.48 .00 3.20 .013 .00 .00 PIPE 3350.213 1306.926 6.021 1312.948 274.00 11.53 2.07 1315.01 .00 4.59 .00 5.500 .000 .00 1 .0 HYDRAULIC JUMP 3350.213 1306.926 3.346 1310.273 274.00 18.11 5.09 1315.36 .00 4.59 5.37 5.500 .000 .00 1 .0 8.452 .0162 .0141 .12 3.35 1.90 3.20 .013 .00 .00 PIPE 3358.666 1307-063 3.354 1310.417 274.00 18.05 5.06 1315.48 .00 4.59 5.37 5.500 .000 .00 1 .0 107.555 .0162 .0132 1.42 3.35 1.89 3.20 .013 .00 .00 PIPE 3466.220 1308.807 3.493 1312.300 274.00 17.21 4.60 1316.90 .00 4.59 5.30 5.500 .000 .00 1 .0 60.346 .0162 .0117 .71 3.49 1.75 3.20 .013 .00 .00 PIPE 3526.567 1309.785 3.641 1313.426 274.00 16.41 4.18 1317.61 .00 4.59 5.20 5.500 .000 .00 1 .0 38.273 .0162 .0104 .40 3.64 1.61 3.20 .013 .00 .00 PIPE 0 0 0 FILE: sultanaavesd.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 4 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 2-25-2005 Time: 9:16:58 Miller Avenue Storm Drain - Line B Baseline to Lime 100 Year Storm Event Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-FallI ZR IType Ch 3564.840 1310.406 3.800 1314.206 274.00 15.65 3.80 1318.01 .00 4.59 5.08 5.500 .000 .00 1 .0 25.267 .0162 .0093 .24 3.80 1.49 3.20 .013 .00 .00 PIPE 3590.107 1310.815 3.971 1314.786 274.00 14.92 3.46 1318.24 .00 4.59 4.93 5.500 .000 .00 1 .0 16.369 .0162 .0083 .14 3.97 1.36 3.20 .013 .00 .00 PIPE 3606.476 1311.081 4.156 1315.237 274.00 14.22 3.14 1318.38 .00 4.59 4.73 5.500 .000 .00 1 .0 9.230 .0162 .0075 .07 4.16 1.24 3.20 .013 .00 .00 PIPE 3615.706 1311.230 4.361 1315.591 274.00 13.56 2.86 1318.45 .00 4.59 4.46 5.500 .000 .00 1 .0 3.074 .0162 .0068 .02 4.36 1.12 3.20 .013 .00 .00 PIPE 3618.780 1311.280 4.593 1315.873 274.00 12.93 2.60 1318.47 .00 4.59 4.08 5.500 .000 .00 1 .0 JUNCT STR 0032 .0050 .03 4.59 1.00 .013 .00 .00 PIPE 3624.940 1311.300 7.057 1318.357 201.80 8.49 1.12 1319.48 .00 3.98 .00 5.500 .000 .00 1 .0 - 344.950 I - - .0040 1 7- - I .0036 - - I 1.25 - - 7.06 I - - .00 I - - 4.28 I - - .013 I - - I .00 - .00 I - PIPE 3969.890 1312.680 6.922 1319.602 201.80 8.49 1.12 1320.72 .00 3.98 .00 5.500 .000 .00 1 .0 4.660 .0043 .0036 .02 6.92 .00 4.16 .013 .00 .00 PIPE 3974.550 1312.700 6.975 1319.675 201.80 8.49 1.12 1320.80 .00 3.98 .00 5.500 .000 .00 1 .0 172.670 .0040 .0036 .62 6.98 .00 4.28 .013 .00 .00 PIPE 4147.220 1313.390 6.909 1320.299 201.80 8.49 1.12 1321.42 .00 3.98 .00 5.500 .000 .00 1 .0 92.080 .0164 .0036 .33 6.91 .00 2.65 .013 .00 .00 PIPE FILE: sultanaavesd.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 5 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 2-25-2005 Time: 9:16:58 Miller Avenue Storm Drain - Line B Baseline to Lime 100 Year Storm Event Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj [No Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 4239.300 1314.900 5.731 1320.631 201.80 8.49 1.12 1321.75 .00 3.98 .00 5.500 .000 .00 1 .0