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Home My WebLink AboutParcel Map 23496 Drainage Study Second Submittal North Plaza I I I I I I I I I I I I I I I I I I I DRAINAGE STUDY NORTH PLAZA PARCEL MAP 23496 August 2005 Prepared for: Felicita Financial Corp. 41623 Margarita Road Temecula, CA 92591 Phone: (951) 491-6300 Fax:(951) 491-6330 Revision History Date Comment 01/22/2004 06/2005 First Submittal Second Submittal Report Prepared By: 40810 County Center Dr, Suite 100 Temecula, California 92591 909.676.8042 telephone 909.676.7240 fax CONSULTING RBF IN 15-401441.005 Engineer of Work! Contact Person: William Keller, P.E. Frank Gerard \ I I I I I I I I I I I I I I I I I I I Table of Contents Introduction Hydrologic Methodology Hydrologic Analysis -Proposed Conditions Conclusions References List of Figures Figure 1: Vicinity Map Figure 2: Hydrology Map - Proposed Conditions List of Appendices Appendix A: Hydrologic Calculations Data from the Manual 10- and 100-year Rational Output Appendix B: Hydraulic Calculations HELE-1 Output (Catchbasin Sizing) WSPG InpuVOutput (HGL Calculations) 1--' I I I I I I I I I I I I I I I I I I I DRAINAGE STUDY NORTH PLAZA PM 23496 I. INTRODUCTION The proposed project is located in the City of Temecula, Riverside County, California. The site is situated between Ynez'Road and Interstate 15, north of Empire Creek. Figure 1 shows the location of this project. This study specifically accomplishes the following tasks: .:. Determine the peak post-developed onsite 10-year and 100-year runoff. .:. Design a storm drain system to convey the 1 OO-year flows. II. HYDROLOGIC METHODOLOGY The methodology presented in this study is in compliance with the RCFC&WCD 1978 Hydrology Manual (Reference 1, hereinafter referred to as the Manual). Model Descriptions -The Integrated Rational Method Hydrology System Model Version 8.0, dated January 1, 2000, (Reference 2) within the Advanced Engineering Systems Software (AES) was used to generate the peak 10-year and 100-year onsite flows. The AES Hydraulic Elements Program Package (HELE1) (Reference 3) was used to size the catch basins, which were designed to intercept the entire 100-year flow. The Los Angeles County Flood Control District's Water Surface Pressure Gradient (WSPG) computer program (Reference 4) was used to determine the hydraulic grade lines (HGL) in the storm drains. Soil Type - The Manual utilizes the Soil Conservation Service (SCS) soil classification system, which classifies soils into four (4) hydrological groups 1 , I I I I I I I I I I I I I I I I I I I DRAINAGE STUDY NORTH PLAZA PM 23496 (HSG): A through D, with D being the least impervious. According to Hydrologic Soils Group Map, this project lies within a mixture of HSG "BC: For conservative purposes, HSG "C" was used in this report. A copy of the HSG Map is included in Appendix A. Development Type- The proposed development was based on commercial development. Intensity-ThelO-minute /60-minute intensity values (inches/hour) for the 10-year and 1 OO-year storm events, obtained from Plate 0-4.1 (4 of 6) of the Manual, are 2.36/0.88 and 3.48/1.30, respectively. A copy of the above-mentioned plate is included in Appendix A. Drainage Areas and Flow Patterns - The drainage areas and flow patterns were determined using the Rough Grading Plans. The areas were measured using the computer capabilities of AutoCAD. III. HYDROLOGIC ANALYSIS - PROPOSED CONDITIONS This report addresses the runoff from only those parcels that drain to the proposed onsite storm drain system. The proposed drainage patterns to the onsite storm drain system are shown on Figure 2. The results of the Rational models are shown in Table 1. All Rational output is included in Appendix A. TABLE 1 SUMMARY RATIONAL RESULTS 10-YEAR & 100-YEAR SURFACE FLOWS Node" 010 0100 (efs) (efs) 2 4.4 6.6 2 A.. I I I I I I I I I I I I I I I I I I I DRAINAGE STUDY NORTH PLAZA PM 23496 8 3.8 5.6 11 12.3 18.0 14 8.5 12.5 15 4.6 6.7 17 4.5 6.5 27 9.2 13.4 " See Figure 2. The catch basin hydraulics are summarized in Table 2. The supporting hydraulic calculations are included in Appendix B. TABLE 2 SUMMARY CATCH BASIN HYDRAULICS Node" 010 0100 Minimum Size Catch Basin (ft) 2 4.4 6.6 3.5 8 3.8 5.6 3.5 " See Figure 2. The total 1 0-year/1 OO-year flows in Lines A, and Bare 39.8 cfs/58.9 cfs, and 7.8 cfs/11.6 cfs, respectively. The hydraulic grade line, shown on the storm drain profiles, indicate no adverse hydraulic impacts. The supporting WSPG input and output files are also included in Appendix B. IV. CONCLUSIONS 1. Methodology used in this report is in compliance with the Riverside County Flood Control and Water Conservation District (RCFC&WCD) 2. There are no adverse hydraulic impacts in the proposed onsite storm drain system. 3 '5 I I I I I I I I I I I I I I I I I I I DRAINAGE STUDY NORTH PLAZA PM 23496 V. REFERENCES 1. Riverside Flood Control District and Water Conservation District (RCFC&WCD) Hydrology Manual, 1978. 2. Advanced Engineering Systems Software (AES), Rational Method Hydrology System Model Version 8.0, January 1, 2000. 3. Advanced Engineering Systems Software (AES), Hydraulic Elements Program Package (HELE1) Version 8.0, January 1, 2000 4. Los Angeles County Flood Control District, Water Surface Pressure Gradient (WSPG), January 1979. 4 c, I I I I I I I ! I I I I I I I I I I I I I PROJECT ~ ! ~ ! 1IIIID ~ TDSIIlDlEIlJ VICINITY MAP '1r I I I I I I I I I I I I I I I I I I '. APPENDIX A · Supporting Data from the RCFC&WCD's Hydrology Manual . 10- and 1 DO-year Rational Hydrology- Onsite Post-Developed Conditions ?> o Ie o I I I I I I I I I I LEGEND _ SOILS GROUP BOUNOARY A SOILS GROUP OESIGNATlON I RCFC8WCD HYDROLOGY lvlANUAL ~ HYDROLOGIC SOILS GROUP MAP FOR I tJURRIETA r-'I-- o FEET P-I 5000 PLATE C-1.52 l\ I I I I I I I I I I I I I I I I I I I a:: ::::> o :r: a:: w a.. en w :r: u z I ~ I- en z IJ.J I- Z ...J ...J ~ Z <{ a: ~ ... -' -' c > on - '" '" ... .. ~ u z ... " .. ... '" ... .. "c "... -~ m.__. ......-NO. ....... .. "'''',.....N 0..........0.- .III"I"'IN ........ .. NNNNN eo. ""III 0- ........01111'I ........ .. ----- ....N"'. ----- "".....N ltIN....... ...... .. ...P'll"'l "'........... ..Ift.."", ........ .. 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N...___ .N."'.... "''''NN_ o..... . ----- ON... NNNNN .."'.. "'N_.. ...... . I'WNNN_ -........ .11\........ .... .. ----- ew..... NNNNN ::::;: ..... .. NN___ ..0...... "'NN__ ..... . --- -- .N..... NNNNN ...."'... 11I11I..... ..... . ----- OoDP'lO. _..0. .... . ---- ON.....,. ............... oo.ONIt'I.. ..."'1\1_. .... . NNNNN ........0 .........fI'l ....... . -...--- ON... ......,........ .....In_ ....."'1I'I1fI .o... . ----- ...0...._ __000 .... . --...-- O"'..ID ......fI'l...... ....."'... .......... ..... . ...---- ....0...,.. NNN__ o.... . --...-- ON....1IIl fOIfOlfOl...... ......N...... ......anlft ..o.o. . ----- 0........ _0,00. ...o. . ---- _N..ID ........."'... ~..N...N "'NN..._ .... . ----- "'DIft_CD ........ ..o.. . 011'011'I0 ....an..... N..eo ....... .... . N__..._ .....-1tI0 N__oO o.... . ----- ."'011I0 .....11I..,.0 .........WlO ~":":~~ ----- .N..... "0-..11I .... .. oltl 0 III 0 "."'VI.o ..,"'..... . 1f'I" I"l,", .... .. ----- O"''''NID _0..... o.... . -- Oll'l Oltl 0 ........,.. "0",.0. ........IVN .. . . . . ----- ......00.0 ..11I.... ..... . o 1ft 0'" 0 ....."'ItI. ...0..... 0000-0- .... . --- V'INDIIl.a ..........0..0 .... . 1IIC1lt1olt1 ........e ""._11I_ ~~~~~ ----- 1tl_.II'lN aoao.e. ..o.. . IIIClVlOItI ........Cl. an_......_ __000 .... . ----- ...N..... ...........0 .... . ItIQltlolll ...........ClCD ."11'I-.. N...__o .... . ----- ......11'I1"1 me......... .... . II'lClUlClItI .......11I. 1II......""c. __0000 ..o.. .. ----- ""I;l."'''' .............0 ..... . .",.tnOIft ......... " .. . . . ... .. " oJ .. o .. .. . ... .. o -' .. o o .. . ... .. o -' on .. .. .. . . .. .. " -' .. o ... .. . . .. .. o -' on STANDARD INTENSITY - DURATION CURVES DATA PLATE 0-4.1 (4 of 6) \0 I I I I I I I I I I I I I I I I I I I ~____.~~'" - -....\. ~- ,..-- '-" ~'7-- --....-- _._._~~.........---~ ~~'" /"~'" --"_- ~-,~,. '-:'~~---""<--,:" - + "4 _ '---'~-~:!'"~r~ ~ -:-l';, i~. .>:':".. ",~~.",:: '. C:\aes2000lhy,drosftlratscx\44110.RES' ".' '.~5.",.-' ,,~ :"f"-~i . - f ,.'" ., '" _ ',;;..;.:..,;~,.J~~Ji~."~J;~",,:C_'-.~~,_.,,,'" ':. _-:_~-"c:....L.~.....~~~-.,;~_~._~ .,."..**.*******....**.........**",..**..**'**"'**"****"******...*,.****.,*..".*********** RATIONAL METHOD HYDROLOGY COMPl1I'ER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL" WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (el Copyright 1962-2000 Advanced Engineering Software (aes) Vet. I.SA Release Date: 01/01/Z000 License ID 1264 Analysis prepared by, RBF " Associates 14725 Alton Parkway Irvine, CA 92618 .,....**"".......***"'............... DESCRIPTION OF STUDY *..*****"'.............."..........***"" " NORTH PL1I.ZA " ONSITE STORM DRAIN SYSTEM " 10-YEAR Q """"""""""""""""""""""""""""""""..."""""..."..."..............."......""""...""""",,"""""......"*"""" FILE NAME, 44ll0.DAT TIME/DATE OF STUDY, 10,06 06/28/2005 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION, USER SPECIFIED STORM EVENT(YEAR).. 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) _ 18.00 SPECIFIED PERCENT OF GRADIENTS(DEClMAL) TO USE FOR FRICTION SLOPE - 0.90 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) " 2.360 la-YEAR STORM GO-MINUTE INTENSITY (INCH/HOUR) " 0.880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR).. 3.480 100-YEAR STORM GO-MINUTE INTENSITY(INCH/HOUR) .. 1.300 SLOPB OF 10-YEAR INTENSITY-DURATION CURVE" 0.5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE.. 0.5495536 COMPUTED RAINFALL INTENSITY DATA, STORM EVENT = 10.00 I-HOUR INTENSITY (INCH/HOUR) " 0.889 SLOPE OF INTENSITY DURATION CURVE .. 0.5506 RCFC&.WCD HYDROLOGY MANUAL "Cft_VALUES USED FOR RATIONAL METHOD NOTE, COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OnlER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES "USER~DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL" HALF- CROWN TO STREET-CROSSFALL, CURB GU'I"I'ER-GEOMETRIES, MANNING WIDTH CROSSFALL IN~ / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (PT) en) 1 30.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 20.0 GLOBAL STREET FLQW-DEPTII CONSTRAINTS, 1. Relative Flow-Depth.. 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-CUrb) 2. (Depth)" (Velocity) Constraint _ 6.0 (FT"FT/S) "SIZE PIPE WITH A FLOW CAPACITY GREATER TIlAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE." ""*""***""**""*""**""*"*"""""*"""""""*"""""""""****""*"***********...*......****"* FLOW PROCESS FROM NODE 0.00 TO NODE 1.00 IS CODE" 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS""""" ......---.."'''''''''......-......-----..........''''''=====......--"..''''''=====''''""-..---,"",,....======....-.. ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC _ K*[(LENGTH......3)/(ELEVATION CIlANGE)].......2 INITIAL SUBAREA FLOW-LENGTH.. 250.00 UPSTREAM ELEVATION.. 74.35 DOWNSTREAM ELEVATION.. 71.31 ELEVATION DIFFERENCE _ 3 . 04 TC.. 0.303*[( 250.00**3)/( 3.04)]**.2 6.665 10 YEAR RAINFALL INTENSITY(INCH/HOUR).. 2.980 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .. .8849 SOIL CLASSIFICATION IS "CO SUBAREA RUNQFF(CFS) _ 1.03 TOTAL AREA(ACRES) .. 0.39 TOTAL RUNOFF(CFS) 1.03 "**"..."*"*******.........".........",,,,,,,,*,,******************...*************.........***,,**,,***** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE" 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<""" ...""""......"....__...._.........c.."........"_______"".__,,..=z........__..........."."...."".."......--- UPSTREAM ELEVATION(FEET) _ 71.31 DOWNSTREAM ELEVATION(FEET) STREET LENGTH (FEET) .. 1035.00 CURB HEIGHT(INCHES) 6.0 STREET HALFWIDTH(FEET) " 28.00 20.86 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL (DECIMAL)" 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 23.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKWAY CROSSFALL(DECIMAL) 0.020 Manning'S FRICTION FACTOR for Streetf10w Section(curb-to-curb) Manning'S FRICTION FACTOR for BacK-of-Walk Flow Section 0.0200 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW, STREET FLOW DEPTH (FEET)" O. 2S HALFSTREET FLOOD WIDTH(FEET) _ 6.21 AVERAGE FLOW VELOCITY(FEET!SEC.) _ 4.03 PRODUCT OF DEPTH&VELOCITY(FT*FI'jSEC.) _ 1.01 STREET FLOlol TRAVEL TIME(MIN.)" 4.<18 Tc(MIN.) 10 YEAR RAINFALL INTENSITY(lNCH!HOUR)" 2 .268 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT. .881<1 2.03 10.95 Printed: 06/28/2005 10: 1 0:56 AM AM Modified: 06/28/2005 10:06:54 AM AM Page 1019 \\ I I I I I I I I I I I I I I I I I I I " ~""~, : :;~~ :". ~".r, ,,:, .." d~~~iOOO\hydi~sft\rcJ;cx\4411 O~R-ES-"--" ."- ~ . "'--. _,,...::;.,.,.,,~~'t-_~. .~~-':";:__...;::.'L-_=~~~~"""'-'___ --'-"::';':..;.::,,,,,-__ ~_M"_~"_, "...~_ ----''';:::", =~~-;.. ,. :" ."j ____;...... _,,,:,:,,:;";..,;...,;;.;.;~.~_.J,;.:z._' SOIL CLASSIFICATION IS SUB1IREA AREA(ACRES) " TOTAL AREA(ACRES) = "C' 1.00 1.39 SUBAREA RUNOFF (CFS) PEAK FLOW RATE (CFS) 2.00 3.03 END OF SUBAREA STREET FLOi'l HYDRAULICS: DEPTH (FEET) .. 0.28 HALFSTREET FLOOD WIDTH (FEET) .. 7.65 PLOW VELOCITY(FEET/SEC.) " 4.30 DEPTII*VELOCITY{FT*FT/SEC.) 1.20 LONGEST FLOWPA'm FROM NODE 0.00 TO NODE :2.00 - 1285.00 FEET. ....***..**,.."."**......**........****....."********..***".,,.,,......****..........,......"'******** PLOW PROCESS FROM NODE 2.00 TO NODE 2.00 15 CODE. 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCEc<<<< ~_~_.==,,======~BS~__*K~"=====~~~.~.__~~.C~=====..._____K~~=====C=~~~~~__~_~_ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION{MIN.) .. 10.95 AAINFALL INTENSITY{INCH/HR).. 2.27 TOTAL STREAM AREA{ACRES).. 1.J9 PEAK FLOW RATE{CFS) AT CONFLUENCE.. J .OJ .o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o.o..*.*. FLOW PROCESS FROM NODE 5.00 TO NODE 2.00 IS CODE.. 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS",,,,",",", _..__............=======.............._~..===.._.._........__.._........a____a..............__....=======___..__ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC.. K.o[(LENGTHu3)/(ELEVATION CHANGEllu.2 INITIAL SUBAREA FLOW-LENGTH _ 675.00 IJPSTREAM ELEVATION.. 41.65 DOWNSTREAM ELEVATION.. 20.75 ELEVJ\TION DIFFERENCE _ 20.90 TC _ 0.303*[( 675.00**J)/{ 20.90)]**.2. .225 10 YEAR RAINPALL INTENSITY(INCH/HOUR) _ 2.654 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT _ .8834 SOIL CLASSIFICATION IS "CO SUBAREA RUNOPF (CFS) _ 1. 62 TOTAL AREA(ACRES) _ 0.69 TOTAL RUNOFF(CFS) 1.62 ***********.o.o****************.o*.o.o.o.o*.o**********.o..o*.*.o.o****.o******.o.o.o.o***.o** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM POR CONFLUENCE",,,,,,,,,,", >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES",,,,,,,<< _a.._=====__=.________.._aa.........._...._...._....=..=..====__...._....__....c====_..________..__ TOTAL NUMBER OP STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM :2 ARE: TIME OF CONCENTAATION (MIN.).. 8.23 RAINFALL INTENSITY(INCH/HR).. 2.65 TOTAL STREAM AREA(ACRES).. 0.69 PEAK FLOW RATE (CFS) AT CONFLUENCE _ 1. 62 ** CONFLUENCE DATA STREAM RUNOFF NUMBER {CPS} 1 3.03 2 1.62 INTENSITY (INCH/HOUR) 2.268 2.654 AREA (ACRE) 1.39 0.69 To (MIN.) 10.95 8.23 *********.*..o.o.o.o.****........o.o.o.o.oWARNING.........*...o*...**..........o.o.o.o.o.o IN THIS COMPUTER PROGRAM, TIlE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OP PEAK FLOW. *.o.o.o.o.o.o*.*......*.*******.o*********.*.o.o.o.o.o.o.o.o.o.*.o*************.*.*.o*.***** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. .* PEAK FLOW RATE TABLE ** STREAM RUNOPF TC NUMBER (CFS) (MIN.) 1 3.89 8.23 2 4.41 10_95 INTENSITI ( INCH/HOUR) 2.654 2.268 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 4.41 Tc{MIN.).. 1095 TOTAL AREA(ACRES) .. 2.08 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 2.00 1285.00 FEET. *****.o.o.o.o.o.o.o*********...*.*.o.o.o.o.o.o..o*******.****.o.o.o.o.**.o.o......*....*.**...o.o.o..o.o..o.o FLOW PROCESS FROM NODE 6.00 IS CODE _ 41 2.00 TO NODE >>>>>COMPUTE PIPE-FLOW TRAVEL TIME TBRU SUBAREA",,,,,,,<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ___zaa.._........a__..a....a==__==__.._____a_..=...._a.._______......_.._.._..a===....a__.._____.. ELEVATION DATA: UPSTREAM(FEET) = 15.84 DOWNSTREAM (FEET) 15.66 FLOW LENGTH (FEET) . 37.60 MANNING'S N.. 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.0 INCHES PIPE-FLOW VELOCIn'{FEET/SEC.) = 4.12 GIVEN PIPE DIAMETER (INCH) .. 24.00 NUMBER OF PIPES PIPE-FLOW{CFS) _ 4.41 PIPE TRAVEL TIME(MIN.) a 0.15 Tc(MIN.) _ 11.10 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 6.00 _ 1322.60 FEET. *.o*.....**...o.o.o*,,*********.......o.o.o.o.o.o.o**..........***..*...........o.o.o.o.o.o.o.o*******.o.o*.o.o***** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE " >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 "''''''''''''' ==_a...._____......a==....===_==a___..._..==..=====_=_za.....__........=_a===................____=.... ...o.o.o.o**..**........o.o"*.o**..*****.......,,...o.o.o.o.o.o.o*.o*.o*......*......*.o...**.o***..****.*.....o.o.o FLOW PROCESS FROM NODE 7.00 TO NODE 21 \ 'Z,; 8.00 IS CODE _ Printed: 06/28/200510:10:56 AM AM Modified: 06/28/2005 10:06:54 AM AM Page 2 of9 I I I I I I I I I I I I I I I I I I I "'". /'~'C:~~~2000\hyd-r;sft\i~~cxI4411"O:RES:~~~ ---.-------~-:-------.-.- .~_:.:..:-.....,;..;.~^_....... - -' ."'-.'..,.'......T .0.- ,-'.. _c, ,,""-- ...,. :_..........:.._,.........\o;,;_;i....;.;:..:,:~:::.:.;...;,.......;i___.~,_;,...~ -,;;:':_","* _~,-,.~" >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = X*[(LENGTH**3j/(ELEVATION CHANGEl] **.2 INITIAL SUBAREA FLOW-LENGTH ~ 1000.00 UPSTIl.EAM ELEVATION.. 70.30 DOWNSTREAM ELEVATION _ 20.75 ELEV1I.TIQN DIFFERENCE K 49.55 TC _ O.303*[{ lOOO.Oou3)/{ 49.55)]**.2 8.761 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ 2.564 COMMERCIAL OEVELOPMENT RUNOFF COEFFICIENT.. .8830 SOIL CLASSIFICATION IS "C. SUBAREA RUNOFF(CFS} .. 2.26 TOTAL AREA(ACRES) .. 1.00 TOTAL RUNOFP(CFS) ;1.26 **..*~....*.........***"....**********.***.*....*........*..*...."....********************... FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE .. >>>>>OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS.. 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE I TIME OF CONCENTRATION{MIN.).. 8.76 RAINFALL INTENSITY{INCH/HR).. 2.56 TOTAL STREAM AREA(ACRES).. 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE .. 2.26 ***************"''''**************************.......*..*.....*******"'*****...* FLOW PROCESS FROM NODE 8.00 IS CODE.. 21 9.00 TO NODE >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC .. K.!(LENGTH**3)/(ELEVATION CHANGE)J*..2 INITIAL SUBAREA FLQW-LENGnI.. 675.00 UPSTREAM ELEVATION"' 41.65 DOWNSTREAM ELEVATION '" 20.75 ELEVATION DIFFERENCE.. 20.90 TC = 0.303*[ (675.00""3)/( 20.90)J**.2" 8.225 10 YEAR RAINFALL INTENSITY (INCH/HOUR) " 2.654 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT.. .8834 SOIL CLASSIFICATION IS KC. SUBAREA RUNOFF(CFS) .. 1.62 TOTAL AREA(ACRES) .. 0.69 TOTAL RUNOFF(CFS) 1.62 *******..*.....***.*******************.*..***......*.********"'**"'''''''******..*.. FLOW PROCESS FROM NODE 8.00 IS CODE = , 8.00 TO NODE >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE",,<<< >>>>>ANO COMPUTE VARIOUS CONFLUENCED STREAM VALUES,,<<<< TOTAL NUMBER OF STREAMS.. 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE, TIME OF CONCENTRATION{MIN.).. 8.23 RAINFALL INTENSITY(INCH/HR) = 2.65 TOTAL STREAM AREA(ACRES).. 0.69 PEAK FLOW RATE(CFS) AT CONFLUENCE.. 1.62 .,., CONFLUENCE DATA STREAM RUNOFF NUMBER (CFS) 1 2.26 2 1.62 INTENS ITY ( INCH/HOUR) 2.564 2.654 AREA (ACRE) 1.00 0.69 Tc (MIN.) 8.76 8.23 *"''''..'''***********'''**..'''..'''..*..*....*'''''''''WARNING***..******'''*''''''''''''*"'''''''******'''*........* IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON TIlE RCFCliWCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ..............................*..* *..*****...... "'..............................................*.. ......*..*.......*..***..*..** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. .... PEAK STREAM NUMBER , , FLOW RATE TABLE .... RUNOFF Tc (CFS) (MIN.) 3.74 8.23 3.B3 8.76 INTENSITY ( INCH/HOUR) 2.654 2.564 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS I PEAK FLOW RATE{CFS) 3.83 Tc(MIN.).. TOTAL AREA(ACRES) .. 1.69 LONGEST FLOWPATH FROM NODE ? 00 TO NODE " B.OO 1000.00 FEET. ......**................**....*....*...............**......................................*..****..***..******..***.... FLOW PROCESS FROM NODE 6.00 IS CODE.. 41 B.OO TO NODE >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA""""" >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA, UPSTREAM(FEET).. IS.BS DOWNSTREAM (FEET) IS.66 FLOW LENGTH(FEET).. 33.50 MANNING'S N.. 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.).. 4. .21 GIVEN PIPE DIAMETER(INCH) .. 24.00 NUMBER OF PIPES I PIPE-FLQW(CFS) .. 3.B3 PIPE TRAVEL TIME (MIN.) .. 0.13 Tc{MIN.).. 8.89 LONGEST FLOWPATH FROM NODE 7.00 TO NODE 6.00.. 1033.50 FEET. \:0 Printed: 06/28/2005 10: 1 0:56 AM AM Modified: 06/28/200510:06:54 AM AM Page 3 of9 I I I I I I I I I I I I I I I I I I I J:";-''''''';; -,T',;:T~'\' -/"'- ~ ':'; '~;""T:~:!~ .V .~~~ ~ l:;.........,._..;.~--'''-:..-.L,,_ ~ :~: _ :~.A ~~:~ '"j , "'~,"""""'-~~--'";:^' i'.:;.:.:~:"t:-,:-~:" 0_ _ -'-'. _ - C:~~2.QQO\h~d~sft\ratscx\441~~.RES ____ ('\' **..........**.*********....****."."."."..,,****.**........*.................**...+...*..**......*. FLOW PROCESS FROM NODE 6.00 IS CODE", 11 6.00 TO NODE >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY""""" ======~~_______M~C~=~====~~_~________g_~~==~=====~=~~________~~=c=====c=~~~_ ** MAIN 'TREMl NUMBER 1 LONGEST STREAM CONFLUENCE DATA "'* RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 3.83 8.89 2.542 FLOWPATH FROM NODE 7.00 TO NODE 1033.50 FEET. AREA (ACRE) 1.69 6.00 ** MEMORY BANK #I 1 CONFLUENCE DATA ... STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFSl (MIN.) (INCH/HOUR) (ACRE) 1 4.41 11.10 2.251 2.08 LONGEST FLQHPATH FROM NODE 0.00 TO NODE 6 00. 1322.60 FEET. """"***"**""""""""""""""*"*"*****WARNING"""***********"**,,""""""""""""",,** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. """""**"*"**"..*""......"..""""""*****"*,,,,***........,,..,,,,,,,,**********"""""""""""""" "" PEAK 'TREA>O NUMBER 1 2 FLOW RATE TABLE "" RUNOFF Tc (CFS) (MIN.) 7.36 8.89 7.80 11.10 INTENSITY ( INCH/HOUR) 2.542 2.251 COMPUTED CONFLUENCE PEAK FLOW RATE{CFS) TOTAL AREA{ACRES) . AS FOLLOWS, Tc{MIN.} .. 11.10 ESTIMATES ARE 7.80 3.77 """"""""""***"""""""""""""""****"**"*"""*"""""""""""*""*"*"*""".."*,,*,,*,,,,,,,,*,, FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE _ 12 >>>>>CLEAR MEMORY BANK II 1 <<<<< c.c.c._..______.~=========......___________.=......__._.-__.______.._____====. ***"******"****"*********""""",,,,,,,,*****************"*"",,*,,",,*,,*********"""*" FLOW PROCESS FROM NODE 6.00 TO NODE 12.00 IS CODE _ 41 >>>>>CQMPUTE PIPE-FLOW TRAVEL TIME 'I'HRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< c=====c===.________.__._..____==....______________=_=._=__==..._______.___=_ ELEVATION DATA, UPSTREAM(FEET). 15.64 DOWNSTREAM (FEE'r) 14.50 FLOW LENGTH (FEET) _ 227.16 MANNING'S N _ 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.). 4.87 GIVEN PIPE DIAMETER{INCH) _ 24.00 NUMBER OF PIPES PIPE-FLQW{CFS} . 7.80 PIPE TRAVEL TIME (HIN.) _ 0.78 Tc (HIN.) . 11.88 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 12.00 1549.76 FEET. """"*"*******"***"*""""""*"************"""""""""""""*"************"""""""""* FLOW PROCESS FROM NODE 12.00 IS CODE. 10 12.00 TO NODE >>>>>MAIN.STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ====c___..._..=_==__........___.________....._......__..._..._____...._..=__=== "**,,,,**********"""*"*""""""****************"""""""""""**,,*****"*"***"""""""" FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE. 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< .=_...--------_.._~..~......_._=_..-_..__._-==....._.====.......-.-------...--=... ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC . X"((LENGTH**3}/(ELEVATION CHANGE)}"".2 INITIAL SUBAREA FLOW-LENGTII. 700.00 UPSTREAM ELEVATION _ 70.00 DOWNSTREAM ELEVATION.. 55.00 ELEVATION DIFFERENCE. 15.00 TC.. 0.303*!( 700.00"'3)/( 15.00)]**.2.. 8.983 10 YEAR RAINFALL INTENSITY (INCH/HOUR) . 2.529 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT. .8828 SOIL CLASSIFICATION IS -C" SUBAREA RUNOFF(CFS) _ 8.48 TOTAL AREA(ACRES) _ 3.80 TOTAL RUNOFF{CFS) 8.48 "*"""""-"**"*"""""**"""""*"""""""*"*"""*""**"""""""""..""..""".."""""""""".."...... FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME 'I'HRU SUBAREA<<<<< >>>>>USIOO USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA, UPSTREAM (FEET) _ 49.24 DOWNSTREAM (FEET) 42.58 FLOW LENGTH(FEET) c 170.00 MANNING'S N. 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.). 10.$5 GIVEN PIPE DIAMETER{INCH).. 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) * 8.48 PIPE TRAVEL TIME(MIN.) c 0.27 Tc(MIN.}.. 9.25 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 15.00. 870.00 FEET. *.........................."................***..**......".."""..................*""..*..*..""..................................*.... FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE. 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ..c====.......c=___.__....___=..."'.=.....*______....c__.="'==.======...==.____"'..'" TOTAL NUMBER OF STREAMS _ 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE, ,-\ Printed: 06/28/200510:10:56 AM AM Modified: 06/28/200510:06:54 AM AM Page 4 of 9 I I ._._--~ -~ "~- ,.,. ::"">C';"';:7~'::+" ~.;1 \." '.;',' ^ ;:':'7::':7' :-".,- ~......."-,,, .......,.. ~""<":..~' ::.~.,....... . ....-,- -"-', :J;.ff 0'.~.~C:\aes2,OOD\hydrosft\ratsCX\4411Q.RES'. _""--.~".. .___.__~..".~....._~:. _ ._!i__,___~.... I..,:;...' "0. "" ",,,.~ ._----~~. I TIME OF CONCENTRATION(MIN.) 9.25 RAINFALL INTENSITY (INCH/HR) _ 2.49 TOTAL STREAM AREA(ACRES)"' 3.80 PEAK FLOW RATE(CPS) AT CONFLUENCE = 8.48 FLOW PROCESS FROM NODE 16.00 TO NODE 15.00 IS CODE _ 21 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSlS"",<<<; I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K* {(LENGTIlu3) I (ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 420.00 UPSTREAM ELEVATION a 61.00 DQImSTREAM ELEVATION = 51.00 ELEVATION DIFFERENCE a 10.00 TC",0.303-[( 420.00U)1/( lO.OO}]**.2.. 7.170 10 YEAR RAINFALL INTENSITY (INCH/HOUR) .. 2 863 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT '" . 8844 Salt. CLASSIFICATION IS "Cn SUBAREA RUNOFF{CFS) .. 4.56 TOTAL AREA(AeRES) .. 1.80 TOTAL RUNOFF(CFS) 4.56 I .......................................................................................................................................................... FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE .. 1 I ,.,.,.,.,.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.) '" 7.17 RAINFALL INTENSITY (INCH/HR).. 2.86 TOTAL STREAM AREA (ACRES) .. 1.80 PEAK FLOW RATE (CFS) AT CONFLUENCE .. 4.56 I .... CONFLUENCE DATA STREAM RUNOFF NUMBER (CFS) 1 8.48 2 4.56 AREA (ACRE) 3.80 1.80 To (MIN.) 9.25 7.17 INTENSITY ( INCH/HOUR) 2.488 2.863 I ...."'''''''''''''''''''''''''''''''''''''''''''''''''''''''''''''''''''''''''''''''...'''.WARNING...'''...............'''....................."'''' IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ."'......"'...."'...."''''.'''.'''.'''..'''............................................'''........"'........"''''''''''''''''.'''.''''''. I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STRE1\MS. I U PEAK FLOW RATE TABLE U STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 11.13 7.17 2 12.44 9.25 INTENSITY ( INCH/HOUR) 2.863 2.488 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS I PEAK FLOW RATE(CFS) 12.44 Tc(MIN.) '" TOTAL AREA(ACRES) '" 5.60 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 870.00 FEET. 9.25 15.00 FLOW PROCESS FROM NODE 15.00 TO NODE 17.00 IS CODE.. 41 I >:>>>>COMPU'I'E PIPE-FLOW TRAVEL TIME THRU SUBAREA"",,,,,,,,, ,.,.:>:>:>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ""''''''' ELEVATION DATA: UPSTREAM{FEET)" 45.06 DOWNSTREAM (FEET) 36.70 FLOW LENGTH (FEET) " 165.00 MANNING'S N.. 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS B.3 INCHES PIPE-FLOW VELOCITY (FEET/SEC.) " 12.89 GIVEN PIPE DIAMETER (INCH) .. 24.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS)" 12.44 PIPE TRAVEL TIME(MIN.}.. 0.21 Tc(MIN.).. 9.47 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 17.00" 103500 FEET. I I FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE .. 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE",,,,,,,,,,,,, I TOTAL NUMBER OF STREAMS" 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE I TIME OF CONCENTRATION(MIN.).. 9.47 RAINFALL INTENSITY(INCH/HR).. 2.46 TOTAL STREAM AREA{ACRES).. 5.60 PEAK FLOW RATE(CPS) AT CONFLUENCE" 12.44 I FLOW PROCESS FROM NODE 18 .00 TO NODE 17.00 IS CODE.. 21 >:>>>>RATIONAL ME'lll"OD INITIAL SUBAREA ANALYSIS",,,,,,,,,,,,, I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC.. K"[(LENGTH'**3)/(ELEVATION CHANGE)]u.2 INITIAL SUBAREA FLOW-LENGTH.. 390.00 UPSTREAM ELEVATION.. 53.00 DOWNSTREAM ELEVATION 40.80 ELEVATION DIFFERENCE" 12.20 -:-,.~,~:",~,!i'-::'" ~-~--.-. .~". .._.__._..._-.....--.~- ~ _.~ - . ., ., . ... .-..........- .... - " ... ~ .-., '.. ,.,.......... "-. .., . ,,~~.~~-.:~ -=-" :~~;o,.-".L.:.~.:::~2-:~.__~:~~-L'---~=.~ \-5 I Printed: 06/28/2005 10:10:56 AM AM Page 5 019 Modified: 06/28/200510:06:54 AM AM I I I I I I I I I I I I I I I I I I I '7'.::::::""""-'-'~~'--~~~-- -- --~-~-~',," C:\aes2006\~y.~~~s~\ril~:~\4411 O:RES~' 'I , < ,;..<,.']~r ,.~ ' ::~.. '. . c .....w~,.~..i6iJS;=:~ c, ",' ," . ~ '_~_""~';":"""_;l....... TC.. 0.303'*[( 390.00U)l/( 12.20)]*'*.2.. 6.591 10 YpoR RAINFALL INTENSITY(INCH!HOUR) .. 2.999 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .. .8850 SOIL CLASSIFICATION IS "CO SUBAREA RUNOFF(CFS) .. 4.46 TOTAL AREA(ACRES) .. 1.68 TOTAL RUNOFF(CFS) 4.46 **************..*"~..*..*****"*".."..,,*.,*****.****"'*."'**....*"..******..**..******...... . FLOW PROCESS PROM NODE 17.00 IS CODE K 17.00 TO NODE >~>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<",<<.,,, ..==..........~......__________....==..===..=_==..____~_____K~_=................c=:_........_________= TOTAL NUMBER OF STREAMS.. :2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM :2 ARE, TIME OF CONCENTRATION(MIN.).. 6.59 RAINFALL INTENSITY(INCH/HR). 3.00 TOTAL STREAM AREA(ACRES).. 1.68 PEAK FLOW RATE(CFS) AT CONFLUENCE. 4.46 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 12.44 2 4.46 INTENSITY ( INCH/HOUR) 2.457 2.999 AREA (ACRE) 5.60 1.68 To (MIN.) 9.47 6.59 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. *********************..********..****......*..*********..*************..*..******** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 , FLOW RATE TABLE ** RUNOFF Tc (CFS) (MIN.) 13_12 6.59 16.10 9.47 INTENSITY ( INCH/HOUR) 2.999 2.457 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 16.10 Tc(MIN.).. TOTAL AREA(ACRES) .. 7.28 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 9.47 17.00 1035.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 12.10 IS CODE" 41 >>>>>CQMPUTE PIPE-FLOW TRAVEL TIME TIlRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< "".............-----....-......"...."....-......--------------..........".................."......---------.. ELEVATION DATA: UPSTREAM (FEET) .. 36.70 DOWNSTREAM (FEET) 21.10 FLOW LENGTH(FEET).. 390_00 MANNING'S N _ 0.013 OEPTH OF FLOW IN 24,0 INCH PIPE IS 10.2 INCHES PIPE-FLOW VELQCITY(FEET/SEC.).. 12.68 GIVEN PIPE DIAMETER (INCH) .. 24.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) _ 16.10 PIPE TRAVEL TIME(MIN.).. 0.51 Tc(MIN.).. 9.98 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 12.10 1425.00 FEET. **************************************************************************** FLOW PROCESS FROM NOOE 12.10 IS COOE" 1 12.10 TO NODE >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<:<:<:<<: TOTAL NUMBER OF STREAMS _ 2 CONFLUENCE VALUES USED FOR UIDEPENDENT STREJ,M 1 ARE, TIME OF CONCENTRATION(MIN.).. 9.98 RAINFALL INTENSITY{INCH!HR)" 2.39 TOTAL STREAM AREA(ACRES).. 7.28 PEAK FLOW RATE (CPS) AT CONFLUENCE .. 16.10 **************************************************************************** FLOW PROCESS FROM NODE 11.00 IS CODE.. 21 10.00 TO NOOE >>>>>RATION1.L HE'llIOO INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC.. K*[(LBNGTH""3)/(ELEVJ\.TION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH.. 500.00 UPSTREAM ELEVATION _ 60.00 DOWNSTREAM ELEVATION _ 27.40 ELEVATION OIFFERENCE _ 32.60 TC .. 0.303*1< 500.00""3)/( 32.60)]**.2 6.285 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ 3 078 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT.. .8853 SOIL CLASSIFICATION IS ~C. SUBAREA RUNOFF(CFS).. 12.81 TOTAL AREA(ACRES) .. 4.70 TOTAL RUNOFF(CFS) 12.81 , *****************"'''''''''''''''''''''''''*''''''**************************"'*"'*"'**"'*"'****"'****** FLOW PROCESS FROM NODE 12.10 IS CODE.. 1 11. 00 TO NODE >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCP:<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<:<:<<: TOTAL NUMBER OF STREAMS.. 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE, TIME OF CONCENTRATION (MIN.) 6.29 RAINFALL INTENSITY (INCH!HR) .. 3.08 \C, Printed: 06/28/200510:10:56 AM AM Modified: 06/28/2005 10:06:54 AM AM Page 60f9 I I I I I I I I I I I I I I I I I I I "~~""~S~~~."'~ '",,-""7:-:":S~~~-~~'~:'~: -'\ '. " . .... '.',': C:\aes2QOO\~ydrosft\ratscx\4411 O.RES'~ . ."....._-'.,,~~~._,""'~.~~.....^"-~ ...r___.......".~'-~---:...___ -;:;:. TOTAL STREAM AREA(ACRES) 4.70 PEAK FLOW RATE(CFS) AT CONFLUENCE E 12.81 ** CONFLUENCE DATA STREAM RUNOFF NUMBER (CFS) 1 16.10 2 12.81 INTENSITY (INCH/HOUR) 2.387 3.078 AREA (ACRE) 7.28 4.70 To (MIN.) !1.98 6.29 ************"'....***".........................WARNING**...*****..............................**........ IN TIllS COMPU1'ER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMUI.A OF PlATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAlt FLOW_ ****..............."'...........*......................"''''..'''.........................**"''''.***""................. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR :2 STREAMS. .* PEAK STREAM NUMBER 1 , FLOW RATE TABLE U RUNOFF Tc (CFS) (MIN.) 22.95 6.29 26.03 9.98 INTENSITY ( INCH/HOUR) 3.078 2.387 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 26.03 '1'c(MIN.}.. TOTAL AREA (ACRES) _ ~1.98 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 9.98 12.10 1425.00 FEET. ***..********************..***********************..*****************..********* FLOW PROCESS FROM NODE 12.10 TO NODE 12.00 IS CODE.. 41 ;>;>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREAc"'''''''''' >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) """"''''''' ....====z===========.._____*_=....==...._**_*________........====..........._____......===........ ELEVATION DATA: UPSTREAM (FEET) = 21.21 OOWNSTREAM(FEET) 15.40 FLOW LENGTH(FEET).. 65.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.).. 19.36 GIVEN PIPE DIAMETER (INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW (CFS) _ 26.03 PIPE TRAVEL TIME(MIN.) _ 0.06 Tc(MIN.) _ 10.03 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 12 _ 00 1490.00 FEET. ***********************........**..***********..*****..****************..*..*....****** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE.. 11 >>>>>CONFLUENCE MEMORY BANK W 1 WITH THE MAIN-STREAM MEMORY",,,,,,,,,,,,, ..z..=========..=.........._.._...___=_.==.............*.............__=..=====.............._=......== .... MAIN STREAM NUMBER 1 LONGEST STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 26.03 10.03 2.379 FLOWPATH FROM NODE 13.00 TO NODE 1490.00 FEET. AREA (ACRE) 11.98 12.00 ** MEMORY BANK If 1 CONFLUENCE DATA ** STREAM RlINOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 7.80 11.88 2.168 LONGEST FLOWPATH FROM NODE 0.00 TO NODE AREA (ACRE) 3.77 12.00 1549.76 FEET. ****..****************..*..*..*******WARNING****....**....***..**************......*.... IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WIIJ.. NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ***..*....****..*..*****..********..*......********************..*....*..*....*..********** ** PEAK STREAM NUMBER 1 , FLOW RATE TABLE * * R1JNOFF TC (CFS) (MIN.) 32.61 10.03 31.52 11.88 INTENSITY (INCH/HOUR) 2.379 2.168 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) .. AS FOLLOWS: Tc(MIN.) .. 10.03 ESTIMATES ARE 32.61 15.75 ************************..*..**..*..********************..********************..*.. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE.. 12 >>>;>>CLEAR MEMORY BANK WI",,,,,,,,,,,,, **....************************************..*..****..*****....********************* FLOW PROCESS FROM NODE 12.00 TO NODE 27.00 IS CODE.. 41 ;>;>;>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA",,,,,,,,,,,,, ;>;>>;>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)c",,,,,,, ===..=....=......._---------_........=.~~~..~..~.--_...~._.......~~=========..=..=-------_. ELEVATION DATA: UPSTREAM(FEET).. 14.40 DOWNSTREAM(FEET) 12.38 FLOW LENGTI'!(FEET) ~ 405.00 MANNING'S N.. 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 22.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) _ 6.90 GIVEN PIPE DIAMETER (INCH) _ 36.00 NUMBER OF PIPES f'IPE-FLOW{CFS) . 32.61 PIPE TRAVEL TIME(MIN.).. 0.98 Tc(MIN.) ~ 11.01 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 27.00.. 1954.76 FEET. *****************************..*************..*..*****************..************ FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE. ~ n Printed: 06/28/200510:10:56 AM AM Modified: 06/28/200510:06:54 AM AM Page 7 019 I I I I I I I I I I I I I I I I I I I '~~ ~?:~:<~~~"~..;--::"'"-:~:;-~~'~'.f:;;~~:'~'~"~?"rc~."'-:-",!<: :C,,':;:- ~---~';7 '-?"'.-"" . _ .',:.-":-^ -;',.';-~ .___:. -, . :,~:.o;,~.' -:':.:::...: G:~:~200~h~r~ft\ratscx\~.~1Jl.J~ES l;~. ,'''' >>,.,."DESIGNATE INDEPENDENT STREAM ~R CONFLUENCE,,<,,<<: TOTAL NUMBER OF STREAMS.. 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE. TIME OF CONCENTRATION(MIN.) = 11.01 RAINFALL INTENSITY(INCH/HR).. 2.26 TOTAL STREAM AREA(ACRES).. 15.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.61 ********.....*........******..**************..****.*..*............****"'***************** FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE K 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSISc<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC . K* [(LENG'I'H*""3) I (ELEVATION CHANGE)] **.J INITIAL SUBAREA FLOW-LENGTH. 525. OQ UPSTREAM ELEVATION _ 35.00 DOWNSTREAM ELEVATION _ 14 .80 ELEVATION DIFFERENCE _ 20.20 TC = 0.303*[( 525.00**3)/( 20.20)]**.2 1.122 10 YEAR. RAINFALL INTENSITY (INCH/HOUR) '" 2.873 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .. .8845 SOIL CLASSIFICATION IS "C. SUBAREA RUNOFF(CFS) .. 10.17 TOTAL AREA(ACRES) c 4.00 TOTAL RUNOFF(CFS) 10.11 *.......*..*****************....***..**.......*.*.******************************** FLOW PROCESS FROM NODE 21.00 TO NODE 1 21.00 IS CODE c """""DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE",,,,,,,,,,,,, """""AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES",,,,,,,,,,,,, TOTAL NUMBER OF S~S.. 2 CONFLUENCE VALUES USED POR INDEPENDENT STREAM 2 ARE, TIME OF CONCENTRATION (MIN.).. 1.12 RAINFALL INTENSITY(INCH/HR).. 2.81 TOTAL STREAM AREA(ACRES).. 4.00 PEAK FLOW RATE(CFS) AT CONFLUENCE.. 10.11 ** CONFLUENCE DATA STREAM RUNOFF NUMBER (CFS) 1 32.61 :2 10.17 Tc (MIN.) 11.01 1.12 INTENSITY (INCH/HOUR) 2.260 2.813 AREA (ACRE) 15.15 4.00 *.***************.***************WARNING*************..******************* IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMtn.A OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. .***.*.***.**********.**.***.********************************************* RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 , FLOW RATE TABLE ** RUNOFF Te (CFS) (MIN.) 31.26 7.12 40.61 11.01 INTENSITY ( INCH/HOUR) 2.873 2.260 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS, PEAK FLOW RATE(CFS) 40.61 Te(MIN.).. 11.01 TOTAL AREA(ACRES) .. 19.75 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 27.00 1954.76 FEET. ********.*.**.*...*...*..****.***************"",,*,,**************...*"*****,,*,, FLOW PROCESS FROM NODE 19.00 IS CODE.. 41 27.00 TO NODE """""COMPUTE PIPE-PLOw TRAVEL TIME THRU SUBAREA",,,,,,,,,,,, """""USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) c<","'''' ELEVATION DATA, UPSTREAM{FEET}.. 12.38 DOWNSTREAM{FEET) 11.40 FLOW LENGTH (FEET) .. 195.00 MANNING'S N.. 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.).. 7.19 GIVEN PIPE DIAMETER (INCH) = 36.00 NUMBER OF PIPES PIPE-FLOW(CFS) .. 40.61 PIPE TRAVEL TIME{MIN.).. 0.45 TC::(MIN.}.. 11.46 LONGEST FLOWPA'I'H FROM NODE 0.00 TO NODE 19.00 2149 76 FEET. .----------------------+ I +----.---------------------------------- I START FLOWS IN 'tNEZ +------------------------------------------------------------------------ ***"""""""",,*,,********************""***,,*,,*""",,**,,************************** FLOW PROCESS FROM NODE 7.00 TO NODE 34.00 IS CODE.. 21 """""RATIONAL METHOD INITIAL SUBAREA ANALYSIS""""" ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC", K*[(LENGTH**3J/{ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTIi.. 795.00 UPSTREAM ELEVATION .. 70.30 DOWNSTREAM ELEVATION.. 55.58 ELEVATION DIFFERENCE.. 14.72 TC e 0.303*[( 795.00**3}/< 14.72)1**.2 9.733 10 YEAR RAINFALL INTENSITY{INCH/HOUR) _ 2.419 \~ Printed: 06/28/200510:10:56 AM AM Modified: 06/28/2005 10:06:54 AM AM Page 8 019 I I I I I I I I I I I I I I I I 1 I I I c " v-~. ',?:-:."." --~:,~~7"-:7':-. m'" ,," ,":"::~~~~ ~ -- _~:,n.'~ '- ..", , " .' '.G:\aes2000lhy'drosftlratscx\44110.RES "~~' ~'::.~___.__...".,<...__ ~',~~_if....3";.':'>';"..; ~~'. " ' ""'/-" '" " ,", ,,,,,,..~,,~~":':"f;:;;"-=C:;;=- <, .m.,.....,. _' _, _' _____~""~.k_~______h._.._ COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .. .8821 SOIL CLASSIFICATION IS "C~ SUBAREA RlrnOFF{CFS) .. 2.60 TOTAL AREA(ACRES) .. 1.22 TOTAL RUNOFF(CFS} 2.60 ..........**..**......******...."'**"'....."'......**.....******...."'",,***********************.'"* FLOW PROCESS FROM NODE 34.00 TO NODE 61 35.00 IS CODE >:>>,.,.COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<",,< >>>>>(STANDARD CURB SECTION USED)<c<<< UPSTREAM ELEVATION(FEET) K 55 58 DOWNSTREAM ELEVATION(FEET) STREET LENG11I(FEET} B 470.00 CURB HEIGHT(INCHES) 6.0 STREET HALFWIDTH(PEET) ~ 48.00 46.09 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAX(FEET) INSIDE STREET CROSSFALL(DECIMAL).. 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 43.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF . STREET PARKWAY CROSSFALL(DECIMAL) 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb).. 0.0150 Manning's FRICTION FACTOR for Back-ot-walk Flow Section 0.0200 uTRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 3.29 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW, STREET FLOW DEPTH (FEET) c 0.32 HALFSTREET FLOOD WIDTH (FEET) .. 9.66 AVERAGE FLOW VELOCITY(FEET/SEC.).. 3.13 PRODUCT OF DEPTH&.VELOCITY(F"I'*FT/SEC.}.. 1.00 STREET FLOW TRAVEL TIME(MIN.).. 2.50 Tc(MIN.) 12.24 10 YEAR RAINFALL INTENSITY(INCH/HOUR) .. 2.133 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT.. .8803 SOIL CLASSIFICATION IS ~C" SUBAREA AREA(ACRES).. 0.73 SUBAREA RUNOFF(CFS) 1.37 TOTAL AREA (ACRES) .. 1.95 PEAK FLOW RATE(CFS) 3.97 END OF SUBAREA STREET FLOW HYDRAULICS, DEPTH (FEET) .. 0.34 HALFSTREET FLOOD WIDTH (FEET) .. 10.50 FLOW VELOCITY(FEET/SEC.} c 3.26 DEPTH*VELOCITY(FT.FT/SEC.).. 1.09 LONGEST FLOWPATlI FROM NODE 7.00 TO NODE 35.00.. 1265.00 FEET. .............................................*....*****............*....**.................................. FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE.. 61 >>>>>COMPU'I'E STREET FLOW TRAVEL TIME 'I'HRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET).. 46.09 DOWNSTREAM ELEVATION(FEET) STREET LENGTH(FEET).. 380.00 CURB HEIGHT(INCHES) 8.0 STREET HALFWIDTH(FEET) .. 34.00 40.21 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL).. 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 29.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) 0.020 Manning's FRICTION FACTOR tor Street flow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR tor Back-of-Walk Flow Section 0.0200 uTRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 4.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW, STREET FLOW DEPTH (FEET) .. 0.32 HAI.FSTREET FLOOD WIDTH (FEET) .. 8.31 AVERAGE FLOW VELOCITY(FEET/SEC.).. 2.69 PRODUCT OF DEPTH&VELOCITY{FT.FT/SEC.}" 0.87 STREET FLOW TRAVEL TIME(MIN.).. 2.35 Tc(MIN.) 14.59 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.936 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT" .8787 SOIL CLASSIFICATION IS "C. SUBAREA AREA (ACRES) .. 0.90 SUBAREA RUNOFF(CFS) 1.53 TOTAL AREA(ACRES).. 2.85 PEAK FLOW RATE(CFS) 5 51 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTlI(FEET) c 0.34 HALFSTREET FLOOD WIOTH(FEET).. 8.99 FLOW VELOCITY(FEET/SEC.).. 2.76 DEPTH.VELOCITY(FT.FT/SEC.).. 0.93 LONGEST FLOWPA11I FROM NODE 7.00 TO NODE 36.00 c 1645.00 FEET. END OF STUDY SUMMARY, TOTAL AREA(ACRES) PEAK FLOW RATE (CFS) 2.85 TC(MIN.) .. 5.51 14.59 END OF RATIONAL METIlOD ANALYSIS \1\ Printed: 06/28/2005 10:10:56 AM AM Modified: 06/28/200510:06:54 AM AM Page 9 of 9 I I I I I I I I I I I I I I I I I I I ~ ,",':~" :~"i,:...'i?Y~~kr " ~'."..'.; ~ .:..,~.-.;:.:.:.. :~~y:~'::~, ,." \'~:S:' -__;r5~"_,-'"?T"--:-;--'r:;':,;>. ..~ .~":;;i>-~7:" - '_'--~-!-'~:~--~~~''S-~~~~-\__:'' <.,' ~.._- --"--7~ ..,- _"~ -~ ".. ,.- C:\aes2000Ihy'drosft\ratscxl4411 OO.RES" ". '_1_ ,-< . '. .I '::,i_.:-.-:"-;_:-'-;.,z.......;...:;;,.~.~;;_~.".;..,-'--._.;........~_::-_;:....;....... .'.. . .... - ... _~...;;;;.;.:..::-_I::.-,..:;_.._..:.:.__-'_.i--,~____-'~ .***..**"".....*."'...........*"''''.,......*.."**..****.******""",,,.****",,*******..**........*..... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL' WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A Release Date, 01/01/2000 License 10 1264 Analysis prepared by: RBP ,. Associates 14725 Alton Parkway Irvine, CA 92618 ..............."...*****..**.*...... DESCRIPl'ION OF STUDY **.....**...................*..*.** * NORTH PLAZA .. 100-Q DEVELOPED * ONSITE STORM DRAIN SYSTEM .....****.....***.*......***.*************...........****..******..****..*****..*.. FILE NAME: UllOO.DAT TIME/DATE OF STUDY, 10,02 06/28/2005 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION, USER SPECIFIED STORM EVENT(YEAR) '" 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) '" 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE" 0.90 10~YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) _ 2.360 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR).. 0.880 100-YEAR STORM lC-MINUTE INTENSITY(INCH/HOUR) = 3.480 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR).. 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE" 0.5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE.. 0.5495536 COMPUTED RAINFALL INTENSITY DATA, STORM EVENT.. 100.00 1-HOUR INTENSITY(INCH/HOUR)" 1.300 SLOPE OF INTENSITY DURATION CURVE .. 0.5496 RCFC..WCD HYDROLOGY MANUAL .C"-VALUES USED FOR RATIONAL METHOD NOTE, COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC..WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL" HALF- CROWN TO STREET-CROSSFALL, CURB GU'M'ER-GEOMETRIES, MANNING WIOnl CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (PT) (n) 30.0 0.018/0.018/0.020 0.67 :j!.00 0.0313 0.167 0.0150 20.0 GLOBAL STREET FLOW-DEPTH CONSTRAINTS, 1. Relative Flow-Depth.. 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-af-CUrb) 2. (Depth)*(Velocity) Constraint.. 6.0 (FT"FT/S) .SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM 'tRIBUTARY PIPE.* **.*........**..........*......*****..**********.**...*****...........****...*****..* FLOW PROCESS FROM NODE 0.00 TO NODE / 1.00 IS CODE.. 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS~~~<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE) 1 **.2 INITIAL SUBAREA FLOW-LENGTH.. 250. DO UPSTREAM ELEVATION.. 74.35 DOWNSTREAM ELEVATION.. 71.31 ELEVATION DIFFERENCE .. 3.04 TC ., 0.3D3*!( 250.00"3)/( 3.04)]**.2.. 6.665 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.349 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT ., .8891 SOIL CLASSIFICATION IS .C* SUBAREA RUNOFF(CFS) .. 1.51 TOTAL AREA(ACRES) .. 39 TOTAL RUNOFF(CPS) 1.51 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE.. 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME nlRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<~< UPSTREAM ELEVATION(FEET).. 71 31 DOWNSTREAM ELEVATION(FEET) STREET LENGTH(FEET).. 1035.00 CURB HEIGHT(INCHES) 6.0 STREET HALFW IDTH (FEET) .. 28. 0 0 20.86 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL).. 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 23.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKWAY CROSSFALL(DECIMAL) 0.020 Manning's FRICTION F1I.CTOR for Streetflow Section(curb-to-curb) Manning's FRICTION F1I.CTOR for Back-of-Walk Flow Section 0.0200 0.0150 hTRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW, STREET FLOW DEPTII(FEET).. 0.28 HALFSTREET FLOOD WIDTH (FEET) * 7.56 AVERAGE FLOW VELOCITY(FEET/SEC.).. 4.36 PRODUCT OF DEPTH..VELOCITY(FT*Fr/SEC.).. 1-21 STREET FLOW TRAVEL TIME (MIN.) = 3.96 Tc (MIN.) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) .. 3.366 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .. .8864 3.01 10.62 ZP Printed: 06/28/200510:10:56 AM AM Modified: 06/28/200510:02:41 AM AM Page 1 of9 I I I I I I I I I I I I I I I I I I I . ~ ~-~.-"'t -_"r-"',-n,,"," --"~.~.~ ~~. -"I';"-,..,_..:-.._-~-~"_. ..:.;?:_,.w""~,-::.,,.~,=,._"_~, F . . .'- . '. C:\aes2000ltwdrosftlratscx\441100.RES -'.__t,l"_,",_~_'~__~._..,,""___~<__~~~___~,,,~ '2~...... .,_~~~::",:--,-_"",:,::, . SOIL CLASSIFICATION SUBAREA AREA(ACRES} TOTAL AREA(ACRESj m IS 6C" 1.00 1.39 2.98 4.49 SUBAREA RUNOFF(CFS) PEAK FLOW RATE (CFS) END OF SUBAREA STREET FLOW HYDRAULICS, DEPTH (FEET) = 0.31 HALFSTREET FLOOD WIDTH (FEET) "' 9.09 FLOW VELOCITY(FEET/SEC.) _ 4.76 DEPTIi*VELOCITY(FT*FT/SEC.) 1.47 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 2.00 _ 1285.00 FEET. ******....***.........***""...."""*,,*...,,......*************....*****.........**....*.**** FLOW PROCESS FROM NODE 2.00 IS CODE ~ 2.00 TO NODE >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<:<<< TOTAL NUMBER OF STREAMS., 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE, TIME OF CONCENTRATION(MIN.).. 10.62 RAINFALL INTENSITY(INCIl/HR}.. 3.31 TOTAL STREAM AREA(ACRES).. 1.39 PEAK FLOW RATE(CFS) AT CONFLUENCE", 4.49 ,.,.,.,.,.,.,.,.,.,.,.,..".,.,....,........,..,...........,.,...,..,.,.,.,.,.,.,...,..................... FLOW PROCESS FROM NODE 5.00 TO NODE 2.00 IS CODE" ;n >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC " K"[(LENGTHu3)/(ELEVATION CHANGE)]U.:2 INITIAL SUBAREA FLOW-LENGTH.. 615.00 UPSTREAM ELEVATION .. 41.65 DOWNSTREAM ELEVATION.. :20.75 ELEVATION DIFFERENCE.. :20.90 TC" 0.303"!( 675.00uJ)/1 :20.90)]**.:2" 8.:225 100 YEAR RAINFALL INTENSITY(INCH/HOUR) " 3.874 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .. .8819 SOIL CLASSIFICATION IS "CO SUBAREA RUNOFF(CFS) .. :2 .31 TOTAL AREA(ACRESl .. 0.69 TOTAL RUNOFF (CFS) :2.31 ,.,.,.,.,.,.,.,.,..,.,...,.....,.,......,.,.,.,.........,.,.,.,...,..,..,.,.,.,.,...,.............,....,.,.,.,. FLOW PROCESS FROM NODE :2.00 TO NODE 2.00 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.).. 8.23 RAINFALL INTENSITY (INCH/HRl.. 3.81 TOTAL STREAM AREA{ACRESl" 0.69 PEAK FLOW RATE(CFS) AT CONFLUENCE.. 2.31 ** CONFLUENCE DATA STREAM RUNOFF NUMBER (CFS) 1 4.49 :2 2.31 INTENSITY (INCH/HOUR) 3.366 3.814 AREA (ACRE) 1.39 0.69 To (MIN.) 10.62 8.23 ,...,....,.,..,..,.,.,.,.,..,.,.,.,.,..,.,.,......,.WARNING.....,.,.,.,.,.,.,.,.,.,...,..,.,.,..,.,.,.,.,.,.,.,.,.,.. IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&.WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. .,....,.,.,..,.,.,..,....,.,.......,.,.,.,...........,.,..,.,.,..,.,.,.,..,...,..................,.,. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. .. PEAK FLOW RATE TABLE .. STREAM RUNOFF To INTENSITY NUMBER (CFS) (MIN.) ( INCH/HOUR) 1 5.85 8.23 3.814 , 6.55 10.62 3.366 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS, PEAK FLOW RATE(CFS} 6.55 Tc{MIN.).. 10 62 TOTAL AREA (ACRES) .. 2.08 LONGEST FLQWPATH FROM NODE 0.00 TO NODE :2.00 1285.00 FEET. FLOW PROCESS FROM NODE 6.00 IS CODE.. 41 2.00 TO NODE >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT}<<<<< ELEVATION DATA: UPSTREAM(FEET).. 15.84 DOWNSTREAM (FEET) 15.66 FLOW LENGTH (FEET) " 31.60 MANNING'S N.. 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 11.2 INCHES PIPE-FLOW VELOCITY{FEET/SEC.}.. 4.58 GIVEN PIPE DIAMETER(INCH).. 24.00 NUMBER OF PIPES 1 PIPE-FLCW(CFS) .. 6.55 PIPE TRAVEL TIME(MIN.).. 0.14 Tc[MIN.l.. 10.16 LONGEST FLOWPATH FROM NOOE 0.00 TO NODE 6.00 132260 FEET. FLOW PROCESS FROM NOOE 6.00 IS CODE", 10 6.00 TO NODE >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK It 1 ."'<<< ..,.......................,..,.,.,.,.,.,.,.,....,.,.,...........................,.,..,.,.,.,.,.,. FLOW PROCESS FROM NODE 1.00 TO NODE 2,.\ 8.00 IS CODE = 21 Printed: 06/28/200510:10:56 AM AM Modified: 06/28/200510:02:41 AM AM Page 2 019 I I I I I I I I I I I I I I I I I I I . ".~ .~:r-;-~'i' .:-" '';'C:\;~2006~Yd~sftk~6~\4411 ()ll.RES. ,_.^_.;I.,..,..-"._.,~_.~'.a:"m.~......,~...~~_,>-o."."____~"_--'-'_'~ ___> _.___.__........._..___.__ _''"1 , >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ===_.=__________===========_____====================______=__c==____________ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC _ K*[(LENGTH~*3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION. 70.30 DOWNSTREAM ELEVATION" 20.' 75 ELEVATION DIFFERENCE = 49.55 TC.. 0.30)* [( IODO.DO**3)/( 49.55)J**.2.. .761 100 YEAR RAINFALL INTENSITY (INCH/HOUR) .. 3.742 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT _ .8876 SOIL CLASSIFICATION IS "CO SUBAREA RUNOFF(CFS) .. 3.32 TOTAL AREA(ACRES) .. 1.00 TOTAL RUNOFP(CFS) 3.32 *************..***********..********...*******.***....*..********************** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE .. >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< c....c....c=ccc................==..=..c..====..==................ccccc......c=..=..=............cc..c...................... TOTAL NUMBER OF STREAMS.. 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE, TIME OF CONCENTRATION(MIN.).. 8.76 RAINFALL INTENSITY(INCH/HR).. 3.74 TOTAL STREAM AREA (ACRES) .. 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE.. 3_32 ***............**..*..*********....................*..****************............*..*******..................* FLOW PROCESS FROM NODE 9.00 TO NODE 8.00 IS CODE.. 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ===..=........................................................................=....==cc.......................===......=...._....... ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC.. K*[{LENGTH....3)/(ELEVATION CHANGE))**.2 INITIAL SUBAREA FLOW-LENGTII. 675.00 UPSTREAM ELEVATION.. 41.65 DOWNSTREAM ELEVATION.. 20.75 ELEVATION DIFFERENCE .. 20.90 TC .. 0.303*{( 675.00....3}/( 20.90)]**.2 .. 8_225 100 YEAR RAINFALL INTENSITY(INCH/HOUR}. 3.874 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .. .8879 SOIL CLASSIFICATION IS ~C. SUBAREA RUNOFF(CFS) c 2.37 TOTAL AREA(ACRES) .. 0.69 TOTAL RUNOFF(CFS) 2.37 *....***..***********................*..************************..*..***........*******........*.... FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUEN'CED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS.. 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE I TIME OF CONCENTRATION(MIN_).. 8.23 RAINFALL INTENSITY(INCH/HR}.. 3_87 TOTAL STREAM AREA (ACRES).. 0 . 6 9 PEAK FLOW RATE(CFS) AT CONFLUENCE. 2.37 *.. CONFLUENCE DATA STREAM RUNOFF NUMBER (CFS) 1 3.32 2 2.37 Tc (MIN.) 8.76 8.23 INTENSITY ( INCH/HOUR) 3.742 3.874 AREA (ACRE) 1.00 0.69 *......**..**................***..*......*****..*..WARNING......*....................*****.............................. IN THIS COMPUTER PROGRAM, 'nIE CONFLUENCE VALUE USED IS BASED ON TIlE RCFC&.WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ........*......................*******......********..*......*..............................*..***********............ RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. .... PEAK STRlWI NUMBER , 2 FLOW RATE RUNOFF (CFS) 5.49 5.61 TABLE ..'.. TC (MIN.) 8.23 8.76 INTENSITY [ INCH/HOUR) 3.874 3.742 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS, PEAK FLOW RATE(CFS) 5.61 Tc:(MIN.).. TOTAL ARF.A.(ACRES) .. 1.69 LONGEST FLOW-PATH FROM NODE 7.00 TO NODE 8.76 8.00 1000.00 FEET. ..*********..*********..*....***..************************************************ FLOW PROCESS FROM NODE 8.00 TO NODE 6.00 IS CODE.. 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA, UPSTREAM (FEET) .. 15.85 DOWNSTREAM (FEET) 15.66 FLOW LENGTH(FEET}.. 33.50 MANNING'S N '" 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 9_8 INCHES PIPE-FLOW VELOCITY [FEET/SEC.).. 4 .68 GIVEN PIPE DIAMETER{lNCH} .. 24_00 NUMBER OF PIPES 1 PIPE-FLOW (CFS) c 5.61 PIPE TRAVEL TIME[MIN.}.. 0.12 Te(MIN.).. 88 LONGEST FLOWPATH FROM NODE 7.00 TO NODE 6.00 1033.50 FEET. -p..- Printed: 06/28/200510:10:56 AM AM Modified: 06/28/200510:02:41 AM AM Page 3 of9 I I ~,.: :~:,~~". ~- ~.~ .:Yi;: ~=-~~': =:~~' ;C:~e~i~~o\hYdi~sft\~is~~\441-10i~E~":->=~~:,-_ :_:_ FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE.. 11 I >>>>>CONFLlJENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY",,,,,..,, ..* MAIN STREAM NUMB" 1 LONGEST STREAM CONFLUENCE DATA .... RUNOFF Tc INTENSITY (CFSl (MIN.) (INCH/HOUR) 5.61 8.88 3.715 FLOWPATH FROM NODE 7 .00 TO NODE AREA (ACRE) 1.69 6.00 I 1033.50 FEET. .... MEMORY BANK . 1 CONFLUENCE DATA U STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) ( INCH/HOUR) (ACRE) 1 6.55 10.76 3.343 2.08 LONGEST FLQWPATH FROM NODE 0.00 TO NODE 6.00 1322.60 FEET. I ....**...."........................"....."**........<tWARNING...".."*..."........"......."........................ IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PlATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. I .... PEAK FLOW RATE STREAM RUNOFF NUMBER (CFS) 1 11.02 :2 11.61 TABLE -- To (MIN.) B.BB 10.76 INTENSITY (INCH/HOUR) 3.715 3.343 I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA{ACRES) '" ESTIMATES ARE AS FOLLOWS. 11.61 Tc{MIN_).. 3.77 10.76 I FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE", 12 :>:>:>:>:>CLEAR MEMORY BANK # 1 <<<<:>:>:>:>COMPUTE PIPE-FLOW TRAVEL TIME 'I'HRU SUBAREA<<<<< :>:>:>:>:>USING USER~SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< I ELEVATION DATA. UPSTREAM(FEET).. 15.64 DOWNSTREAM (FEET) 14.50 FLOW LENGTH (FEET) .. 227_16 MANNING'S N.. 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.7 INCHES PIPE-FLOW VELOCITY(PEET/SEC.)", 5.33 GIVEN PIPE DIAMETER (INCH).. 24.00 NUMBER OF PIFES PIPE-FLQW(CFSJ = 11.61 PIPE TRAVEL TIME(MIN.).. 0.71 Tc(MIN.).. 11.47 LONGEST FLOWPATIi FROM NODE 0.00 TO NODE 12.00.. 1549 76 FEET. I FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE.. 10 :>:>:>:>:>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<:>:>:>:>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I I. ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC.. K-[(LENGTHu3)/(ELEVATION CHANGE) I" 2 INITIAL SUBAREA FLQW-LENGTIi.. 700.00 UPSTREAM ELEVATION "' 70 . 00 DOWNSTREAM ELEVATION.. 55.00 ELEVATION DIFFERENCE.. 15.00 TC.. 0.303*[{ 700.00"3J/< 15.00))".2 9B3 100 YEAR RAINFALL INTENSITY(INCH/HOUR).. 3.691 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .. .BB74 SOIL CLASSIFICATION IS "CO SUBAREA RUNOFF(CPS) .. 12.45 TOTAL AREA(ACRES) .. 3.80 TOTAL RUNOFF(CFS) 12.45 I PLOW PROCESS FROM NODE 14.00 TO NODE 15_00 IS CODE.. 41 I :>:>:>:>:>COMPI1I'E PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< :>:>:>:>:>USING USER~SPECIFIED PIPESIZE (EJo!:ISTING ELEMENT) <<<<< I ELEVATION DATA. UPSTREAM(FEET).. 49.24 DOWNSTREAM (FEET) 42.5B FLOW LENGTH{FEET).. 170.00 MANNING'S N.. 0.013 OEPTII OF FLOW IN 24.0 INCH PIPE IS B. 9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.)"' 11.74 GIVEN PIPE DIAMETER(INCH) .. 24.00 NUMBER OF PIPES 1 PIPE-FLO\Il(CFS).. 12.45 PIPE TRAVEL TIME(MIN.J.. 0.24 Tc(MIN.).. 9.22 LONGEST FLOWPATH FROM NODE 13.00 TO NODE 15.00.. B70.00 FEET. FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE .. 1 I :>:>n:>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS.. :2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE, " 2P I Printed: 06/28/200510:10:56 AM AM Page 4 of 9 Modified: 06/28/200510:02:41 AM AM I I I I I I I I I I I I I I I I I I I ;:~''':,;.;'':''- "--, ~-.----~,---",-=---'"~-""""-_. - -:;.---- --:;-- .:!!:V~,'''.'...::':_.~ "_'_ " -'If--~ : ... ':, ' . _ ~ -7,", C:\a~s2000\hydrosft\ralscx\441100.RES " . <~""-",~".,-...,"...;...-,.--......'~--------,-~,-.,,,,-~-,~-,-,,- --~---~-","",--_.-I..,------- _.._.____ TIME OF CONCEN1'RATION(MIN.).. 9.22 RAINFALL INTENSITY(INCH/HR).. 3.64 TOTAL STREAM AREA(ACRES) c 3.80 PEAK FLOW RATE (eFS) AT CONFLUENCE = 12.45 ............................**..............,.........***.......****............................*..........***.................... FLOW PROCESS FROM NODE 16.00 TO NODE 15.00 IS CODE" 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC.. K*[(LENGTH**3)/(ELEVATION CHANGElJ...2 INITIAL SUBAREA FLOW-LENGTH.. 420.00 UPSTREAM ELEVATION.. 61.00 DOWNSTREAM ELEVATION .. 51.00 ELEVATION DIFFERENCE.. 10.00 TC.. 0.303*[( 420.00**J}/( 10.00)]**.2. 7.170 100 YEAR RAINFALL INTENSITY(INCH/HOUR) .. 4 178 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT" .8BB7 SOIL CLASSIFICATION IS ~C~ SUBAREA RUNOFF(CFS) .. 6.68 TOTAL AREA(ACRES) .. 1.80 TOTAL RUNOFF(CFS) 6.68 ******************,,",,""""""""""""""""""""*"""""""""""""*****""*******""**,,,,* FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE. 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS.. 2 CONFLUENCE V1.LUES USED FOR INDEPENDENT STREAM 2 ARE I TIME OF CONCENTRATION (MIN.)" 7 .17 RAINFALL INTENSITY(INCH/HR). 4.18 TOTAL STREAM AREA (ACRES) " 1.80 PEAK PLOW RATE{CFS) AT CONFLUENCE. 6.68 ... CONFLUENCE DATA STREAM RUNOFF NUMBER (CFS} 1 12.45 2 6.68 To (MIN.) 9.22 7.17 INTENSITY [ INCH/HOUR) 3_638 4.178 AREA (ACRE) 3.80 1.80 **..*****....*...."..............................**..*WARNING"..........................""......................"....*...... IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. nlIS FORMUI.A. WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ........*..*..........................................**********"............*................""....*........"............**** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. .... PEAK STREAM NUMBER 1 , FLOW RATE TABLE ... RUNOFF Tc: (CFS} (MIN.J 16_36 7.17 18_27, 9.22 INTENSITY ( INCH/HOUR) 4.17B 3.638 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS, PEAK FLOW RATE(CFS) IB.27 Te(MIN.) " TOTAL AREA(ACRES) .. 5.60 LONGEST FLQWPATH FROM NODE 13.00 TO NODE 9.22 15.00 870.00 FEET. ..**..****..****........*................***..********.... """.................. ".. ......*........************** FLOW PROCESS FROM NODE 15.00 TO NODE 17.00 IS CODE.. 4l >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET). 45.06 DOWNSTREAM (FEET) 36.70 FLOW LENGTII(PEET} = 165.00 MANNING'S N" 0.013 DEP'I1I OF FLOW IN 24.0 INCH PIPE IS 10 _2 INCHES PIPE-FLOW VELOCITY{FEET/SEC.) .. 14.31 GIVEN PIPE DIAMETER{INCH) .. 24.00 NUMBER OF PIPES 1 PIPE-FLQW(CFS) ., 18.27 PIPE TRAVEL TIME(MIN.]., 0.19 Te(MIN.).. 9.42 LONGEST FLQWPATH PROM NODE 13 00 TO NODE 17.00 1035.00 FEET. ............................*****..************..*****..........****..*******....*....******......*".......... FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE., >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.). 9.42 RAINFALL INTENSITY (INCH/HR). 3.60 TOTAL STREAM AREA (ACRES) '" 5.60 PEAK FLOW RATE(CFS) AT CONFLUENCE.. IB.27 ..*..*........******....******..***..*........*..**************************..*............******** FLOW PROCESS FROM NODE IB.OO TO NODE 17.00 IS CODE _ 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC " K" [(LENGTH**)) / (ELEVATION CHANGE) J **.2 INITIAL SUBAREA FLOW-LENGTH. 390.00 UPSTREAM ELEVATION", 53.00 DOWNSTREAM ELEVATION 40.80 ELEVATION DIFFERENCE .. 12.20 '2.~ Printed: 06/28/2005 10: 1 0:56 AM AM Modified: 06/28/2005 10:02:41 AM AM Page 5 of 9 I I I I I I I I I I I I I I I I I I I ;~'~,-""""~'~"~~~:0-::;~ ;;:'.p" -,. ~-~;-- _c :-:~~::~\----"--~:~-:7-':-c --:-:-:-,~--'-"'7::-:': ~~~~--- ~'",,"'::-:(7" "'W-'. ~. _ _ A' f: . ,C:"?' '~.~C "~: . ,C:\aes2000\hydro~ftlratscx\441100.RES, .,.:'... ',:. .' >.::,,,,,,-_"-,-~C':.';:;t;:.,''';;.o....;~~-':';''~'"t:t~,~~_....:...~~~.;;;.:.-~:;.;....;...;~__~,_~_,:..._~_~:,_----"..::a..:...;.;.::...l:_~_';.:;:.,..,.;...;.,,_. <_.:.~.~-~,-< TC = 0.303"[( 390.00".3)/( ~;!.20)]"'*.2 .. 6.591 100 YEAR RAINFALL INTENSI'1"Y(INCH/HOUR) _ 4.376 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT * .8892 SOIL CLASSIFICATION IS "CO SUBAREA RUNOFF(CFS) .. 6.54 TOTAL AREA (ACRES) . 1.68 TOTAL RUNOFF(CFS) 6.54 ***.......,.........*******.................***..**..........***....+****.,.,**...",,***.......*.....*....*.... FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>",,>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES""""" ~~__s___~~~=~cc..aM___________..D.._..___.___e._c.._._....__._.c=~=====c..._ TOTAL NUMBER OF STREAMS _ 2 CONFLUENCE: VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION{MIN.). 6.59 RAINFALL INTENSITY(INCH/HR) _ 4.38 TOTAL STREAM AREA (ACRES) . 1.68 PEAK FLOW RATE(CFS) AT CONFLUENCE _ 6_54 u CONFLUENCE DATA STREAM RUNOFF NUMBER (CFS) 1 18.27 2 6.54 To (MIN.) 9.42 6.59 INTENSITY ( INCH/HOUR) 3.597 4.376 AREA (ACRE) 5.60 1.68 "''''''''''''''''''''''''''''''''''''''''''''''*'''''''''*************WARNING*****'''*'''***'''********************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OP PUTE 0-1 AS DEFAULT VALUE. 'IlUS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ********"'''''''**********************************''''''**'''''''''''''''********"'*****"'''''''''''''''' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. *'" PEAK STREAM NUMBER 1 , FLOW RATE RWOFF {CFS} 19.32 23.64 TABLE * * To (MIN.) 6.59 9.42 INTENSITY ( INCH/HOUR) 4.376 3.597 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 23.64 Tc(MIN.)_ TOTAL AREA(ACRES) _ 7.28 LONGEST FLOWPATH FROM NODE 13 .00 TO NODE 9.42 17.00 1035.00 FEET. *"'......"'**********..**..**********........................*......******..**..........................***..**** FLOW PROCESS FROM NODE 17.00 TO NODE 12.10 IS CODE. 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME 'I'HRU SUBAREA""""" >,.>,.,.USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) "''''''''''''' _.............c~~~.,___.______......ece=ec.=c.=.cc_.c._..._c_cccD=eDa=_._=_........._..e~_~ ELEVATION DATA: UpSTREAM(FEET) _ 36.70 DOWNSTREAM (FEET) 21.10 FLOW LENG'I'H(FEET). 390.00 MANNING'S N _ 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) _ 13.99 GIVEN PIPE DIAMETER (INCH) .. 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) _ 23.64 PIPE TRAVEL TIME(MIN.)., 0.46 TC(MIN.).. 9.88 LONGEST FLOWPA'I'H FROM NODE 13.00 TO NODE 12.10 1425.00 FEET. .................."'................................................................................................"'........................"'.."'..'" FLOW PROCESS FROM NODE 12.10 TO NODE 12.10 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE""""" .==__.,.______===e=====c==.._.__=_____e===".".=_.........._=__ae_=======c_.._a_. TOTAL NUMBER OF STREAMS _ 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE, TIME OF CONCENTRATION(MIN.) ~ 9.88 RAINFALL INTENSITY(INCH/HR) _ 3.50 TOTAL STREAM AREA(ACRES). 7.28 PEAK FLOW RATE (CFS) AT CONFLUENCE _ 23.64 .."'...."'....................""......*..........""...."............""""""".."'.................."........".."........"................ FLOW PROCESS FROM NODE 10.00 TO NODE H.OO IS CODE _ 21 >>>,.>RATIONAL METHOD INITIAL SUBAREA ANALYSIS""""" ==c==c~_.._c=======..:_._..___:e=============a==.._._..__.=======___==_._a._._ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = X"{(LENGTH....3)/(ELEVATION CHANGE)].....;! INITIAL SUBAREA FLOW-LENGTH. 500.00 UPSTREAM ELEVATION _ 60.00 DOWNSTREAM ELEVATION. :n. 40 ELEVATION DIFFERENCE. 32.60 TC.0.30)"[( 500.00H))/( n_60)].....2 _ 6.285 100 YEAR RAINFALL INTENSITY(INCH/HOUR) . 4.492 COMMERCIAL DEVELOPMENT RWOFF COEFFICIENT _ .8894 SOIL CLASSIFICATION IS ~C~ SUBAREA RUNOFF (CFS) _ 18 _ 78 TOTAL AREA(ACRES) _ 4.70 TOTAL RUNOFF(CFS} 18.79 ........."'......"..........*...."'....................................."''''..**....*........".............",..........",,,,.,,,,,,,,,,,, FLOW PROCESS FROM NODE 11.00 TO NODE 12.10 IS CODE _ 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<" >>>>,.AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES""""" .._"_....:.,.,======_:=..__a____.._.,=::.,:.,::_.,==_=====_...._~.__....c==c==c=_a TOTAL NUMBER OF STREAMS _ 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE, TIME OF CONCENTRATION(MIN.} 6.29 RAINFALL INTENSITY(INCH/HR) = 4.49 'l-..)" Printed: 06/28/200510:10:56 AM AM Modified: 06/28/2005 10:02:41 AM AM Page 6 019 I I I I I I I I I I I I I I I I I I I (~~~~~ :~~~:-_'~:2'~ :~~~~ ~~::~~1i,:~:'~0~-~:~;,~~- n,;.;.;..~__..:..;~'.~;;';;'~:;,:,,:,.-='~'.""". ,""- ~ . =---y_;,_-,c' ~""". . -, ....,..,,-<---w'~ .;'t ~:\aes2000\hyafosfl\fats~\4411 DO.RES .. 'c, i:....;:~~,_..~,__'-'--...:;:~--, ,-' ,"", '~:;';;"';=;_.(\- ,,~_,"'..,';"- TOTAL STREAM AREA (ACRES)., 4 . 7 0 PEAK FLOW RATE (CFS) AT CONFLUENCE _ 18.78 ** CONFLUENCE DATA STREAM RUNOFF NUMBER (CFS) 1 23.64 2 18.78 To (MIN.) 9.88 6.29 IN'I'ENSIT'i ( INCH/HOUR) 3.503 4.492 AREA (ACRE) 7.28 4.70 ...... ......*...,.,.. ft................ 0-** ....*...........WARNING..***********.... **.......... *.... ..*..***~ *** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. TIiIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR :2 STREAMS. *.. PEAK FLOW RATE TABLE H STRElOl RUNOFF To INTENSITY NUMB" (CFS) (MIN.) ( INCH/HOUR) 1 33.81 6.29 4.492 , 38.28 9.88 3.503 COMPlTI'ED CONFLUENCE ESTIMATES ARE AS FOLLOWS. PEAK FLOW RATE(CFS) 38.28 Tc:{MIN.) '"' TOTAL AREA(ACRES) " 11.98 LONGEST FLOWPATH FROM NODE 13 _ 00 TO NODE 9.88 12.10 1425.00 FEET. *****************.***********************.*.*......*................**......". FLOW PROCESS FROM NODE 12.10 TO NODE 12.00 IS CODE" 41 >>>>>CQMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING pSER-SPECIFIED PIPESIZE (EXISTING ELEMENT)"<<",, ELEVATION DATA: UPSTREAM (FEET) '" 21.21 DOWNSTRE1IM(FEET) 15.40 FLOW LENGTH(FEET). 65.00 MANNING'S N.. 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 13.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) . 21.32 GIVEN PIPE DIAMETER (INCH) " 24.00 NllMBER OF PIPES 1 PIPE-FLOW (CFS) " 38.28 PIPE TRAVEL TIME(MIN.)" 0.05 Tc(MIN.)" 9.93 LONGEST FLOWPATH FROM NODE 13 00 TO NODE 12.00 1490.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE", 11 >>>>:>CONFLUENCE MEMORY B1\NK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ". MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc: INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 38_28 9.93 3.493 LONGEST FLOWPATH FROM NODE 13.00 TO AREA (ACRE) 11.98 NODE 12 00 . 1490.00 FEET. ** MEMORY B1\NK # CONFLUENCE DATA ** STREAM RUNOFF Tc: INTENSITY NllMBER (CFS) (MIN.) (INCH/HOUR) 1 11.61 11.47 3.227 LONGEST FLOWPATH FROM NODE 0.00 TO NODE AREA (ACRE) 3.77 12.00 1549.76 FEET. """""*"""...."".."..".......*"..*******WARNING*****...."....,,....."....."".*"..** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&.WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ."..............""...........""..*............."..."................."..""..*. .... PEAK STREMI NUMBER 1 , FLOW RATE RUNOFF (eFS) 48.33 46.98 TABLE ,," TO (MIN.) 9.93 11.47 INTENSITY ( INCH/HOUR) 3.493 3.227 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) " ESTIMATES ARE 48.33 15.75 AS FOLLOWS. Tc:(MIN.) . 9.93 ".."".."."................"......."."""""""."................................ FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE,. 12 >>>>>CLEAR MEMORY BANK # 1 <<<<< .........."............."".............................."......................""""....... FLOW PROCESS FROM NODE 12.00 TO NODE 27.00 IS CODE.. 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA""""" >>>>:>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)""""" ELEVATION DATA. UPSTREAM (FEET) FLOW LENGTII(FEETl" 405.00 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) " GIVEN PIPE DIAMETER(INCH). 36 PIPE-FLOW(CFSJ " 48.33 PIPE TRAVEL TIME (MIN.) '" 0.99 LONGEST FLOWP.ATH FROM NODE 14 .40 DOWNSTREAM (FEET) MANNING'S N.. 0.013 12.38 6.84 .00 NllMBER OF PIPES Tc:(MIN.) '" 10.92 0.00 TO NODE 27.00" 1954 76 FEET. .......".*.....*.*....***......".....*....*........**.*..............*****.""". FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE.. "]$to Printed: 06/28/200510:10:56 AM AM Modified: 06/28/2005 10:02:41 AM AM Page 7 019 I I I I I I I I I I I I I I I I I I I 1"---,' .~ '<..:'" ~~:'7~-~ .,.,....'.':" ~,'.::,-:"-',,'~''''' ,"'<07 .-, ,"'~ '" :,:~--._~-~- "', :"': C:\aes2060\hydro~ft\ratscx\4411(jO.RES 0- . "c ., " ."-"';"':':;';';;;'~ < ..... ""-:.:.,',"',',:'. '-,-'."':,".,'C', '<:-, ~~:.;_;'F$h;';';',~"',,-c.O<...""'" , .'a__.,__.____-,>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<~ *E.~=======~~~.~=C====2~~~.~Z=====E~.R.C=C====....~=======:k__~~=====~___~== TOTAL NUMBER OF STREAMS _ 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE, TIME OF CONCENTRATION(MIN.) z 10.92 RAINFALL INTENSITY(INCH/HR1"' 3.32 TOTAL STREAM AREA (ACRES) . 15.75 PEAK FLOW RATE(CPS) AT CONFLUENCE _ 48.33 ..**..****.............*****".".*......***...........**..*.**1r,,,.............*..*.*".........**"'..***.. FLOW PROCESS PROM NODE 26.00 TO NODE 27.00 IS CODE.. ;n -------------- --- -- ~-- - --- - - ---------- - ----- ---------------------- --------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS""""" =========K___========"'K_K__~=========__======__=___========___~_========m___ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC '" K" {(LENGTH""3) / (ELEVATION CHANGE)] "".2 INITIAL SUBAREA FLOW-LENGTH = 525.00 UPSTREAM ELEVATION.. 35.00 DOWNSTREAM ELEVATION _ 14.80 ELEVATION DIFFERENCE c 20.20 TC = 0.303"[( 525.00""3)/( 20.20))"".2 7.122 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ 4.194 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .. .8888 SOIL CLASSIFICATION IS ~C~ SUBAREA RUNOFF (CFS) .. 14.91 TOTAL AREA(ACRES} .. 4.00 TOTAL RUNOFF(CFS) 14.91 """""""""""""""""**"""""""""""""""*""""""""*""""""""""""""""""""""***"""*""" FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 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.}.. 7.12 RAINFALL INTENSITY(INCH/HR} _ 4.19 TOTAL STREAM AREA(ACRES).. 4.00 PEAK FLOW RATE (CFS) AT CONFLUENCE.. 14.91 ** CONFLUENCE OJ. TA STREAM RUNOFF NUMBER (CFS) 1 48.33 2 14.91 To (MIN.) 10.92 7.12 INTENSITY ( INCH/HOUR) 3.316 4.194 AREA (ACRE) 15.75 4.00 """"""..."""""""""""**"""""""""""WARNING"""""""""""""""""""..***""""""""". IN THIS COMPtrI'ER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. """"""""""""""*"""""""""""""""""""".""."""""""""""""",,.""""...""""""""..............." RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ". PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 46.43 60.12 TABLE "" To (MIN.) 7.12 10.92 INTENSITY [INCH/HOUR) 4.194 3.316 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS, PEAK FLOW RATE(CFS) 60.12 Tc(MIN.) _ 10.92 TOTAL AREA[ACRES).. 19.75 LONGEST FLOWPATH FROM NODE O. DO TO NODE 27.00 1954.76 FEET. ........."""...""""*.....................""""""""*............"""*"""...................**",,,,,,,,***...****"*"""""............."",, FLOW PROCESS FROM NODE 27.00 TO NODE 19.00 IS CODE.. 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA""",,< >>>>>USIOO USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<,,< ==---------==..===~---_..__.._~..=======-_......~-=....=_.._.._......_......===....=---_......~..~- ELEVATION DATA: UPSTREAM(FEET) FLOW LENGTII (FEET) _ 195.00 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = GIVEN PIPE DIAMETER (INCH) _ 36 PIPE-FLOW (CFS) .. 60.12 PIPE TRAVEL TIME (MIN.) _ 0.38 LONGEST FLOWPATH FROM NODE 12.38 DOWNSTREAM (FEET) MANNING'S N.. 0.013 11.40 8_51 00 NUMBER OF PIPES Tc(MIN.) c 11.30 0.00 TO NODE 19.00 _ 2149.76 FEET. oj-. ---- --------- - - - - ----- ----- -- -- ~ I Start Flows on Yne: oj--------------------..------------ ------------------------ --------------oj- I **"""""..."**""""*""""*****"""**"*"",,......*"""""*""*............*""..."."..........********"""*,, FLOW PROCESS FROM NODE 7 .00 TO NODE 34.00 IS CODE".. 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS,,<<<< D~_....._....=="'___._..~....=====..=..___....=...=....=..__._=========~_~~=========..._.=_~.. ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC .. K* [[LENGTHu3>! (ELEVATION CHANGE})....2 INITIAL SUBAREA FLOW-LENGTH = 795.00 UPSTREAM ELEVATION a 70.30 DOWNSTREAM ELEVATION _ 55.58 ELEVATION DIFFERENCE _ 14.72 TC _ 0.303"'[[ 795.00""3)/[ 14.72)]u.2 9.733 100 YEAR RAINFALL INTENSITY(INCH/HOUR)" 3.532 2,.'1. Printed: 06/28/2005 10:10:56 AM AM Modified: 06/28/200510:02:41 AM AM Page 8 019 I I I I I I I I I I I I I I I I I I I F:"~ ':"~""'~?:"~", ~7~~:;T;;9r7;1~~ti'~: k. ..~,;/,,; "';;':';."'.,,,; .''''"'s :;:--~-'C:~J;2000~Ydrosft\ra~~144110ii:RES ~-- -----~~~~"'~,:;;:...~~; --- --, '~."";~__" __;.2 _ COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .8869 SOIL CLASSIFICATION IS ~c~ SUBAREA RUNOFF(CPS) a 3.82 TOTAL AREA (ACRES) = 1 22 TOTAL RUNOFF(CFS) 3.82 .."'***......**""."',..".******....*."............""'******..*.....".,,....."...+........**.***.........*...... FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS COnE _ 61 ",>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA"",,,,,,,, >>>>> (STANDJIRD CURB SECTION USED) <<<<< _~~.Eac=.uD~~~_____.~~.~.~===CC=~~~____~~~=C~C===~..________~~~.~D======s___ UpSTREAM ELEVATION(FEET) = 55.58 DOWNSTREAM ELEVATION(FEET) STREET LENGTH(FEET)., 470.00 CURB HEIGHT(INCHES) 6.0 STREET HALFWIDTIl (FEET) _ 48.00 46.09 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET} INSIDE STREET CROSSFALL{DECIMAL} " 0.020 OUTSIDE STREET CROSSFALL{DECIMAL} 0.020 43.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKl4'AY CROSSFALL{OECIMAL} 0.020 Manning's FRICTION FACTOR for Streetflow Se:ctian{curb-ta-curb} 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flo.... Section 0.0200 UTRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS} 4.84 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW, STREET FLOW DEPTH (FEET) " 0.35 HALFSTREET FLOOD WIDTH (FEET) " 11.34 AVERAGE FLOW VELOCITY(FEET/SEC.}" 3.45 PRODUCT OF DEPTH&VELOCITY(FT"FT/SEC.)" 1.22 STREET FLOW TRAVEL TIME(MIN.) _ 2.27 Tc(MIN.) 12.01 100 YEAR RAINFALL INTENSITY (INCH/HOUR) " 3.147 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT" . 8856 SOIL CLASSIFICATION IS "CO SUBAREA AREA(ACRES)... 0.73 SUBAREA RUNOFF(CFS) 2.03 TOTAL AREA {ACRES} " 1.95 PEAK FLOW RATE(CFS) 5.86 END OF SUBAREA. STREET FLOW HYDRAULICS, DEPTH (FEET) .. 0.37 HALFSTREET FLOOD WIDTII(FEET)" 12.35 FLOW VELOCITY(FEET/SEC.) " 3.56 DEPTH*VELOCITI(FT*FT/SEC.) 1.33 LONGEST FLOWPATH FROM NODE 7.00 TO NODE 35.00" 1265.00 FEET. "..""""***""**""""""""""**"..".."""...."""""",,**,,..***,,..,,*..,,.."....""""""*""**"""..,,..,, FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE " """,,>COMPUTE STREET FLOW TRAVEL TIME TIiRU StlBAREA""""" >"""" (STANDARD CURB SECTION USED) """"" UPSTREAM ELEVATION (FEET) " 46.09 DOWNSTREAM ELEVATION(FEET) STREET LENGTH (FEET) .. 380.00 CURB HEIGHT(INCHES) B.O STREETHALFWIDTH(FEET}.. 34.00 40.21 DISTANCE PROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) '" 0.020 OUTSIDE STREET CROSSPALL{DECIMAL) 0.020 29.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 STREET PARKWAY CROSSFALL(DECIMAL) 0.020 Manning'S FRICTION FACTOR for Streetflo.... Section(curb-ta-curb) 0.0150 Marming's FRICTION FACTOR for Back-of-Walk Flow Section 0.0200 ""TRAVEL TIME COMPUTED USING ESTIMATED FLOW{CFS) 7.00 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW, STREET FLOW DEPTH (FEET) " 0.36 HALFSTREET FLOOD WIDTH (FEET) " 10.07 AVERAGE FLOW VELOCITY(FEET/SEC.) '" 2.91 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.)" 1.05 STREET FLOW TRAVEL TIME(MIN.).. 2.18 Tc{MIN.) 14.18 100 YEAR RAINFALL INTENSITI(INCS/HOUR}" 2 .872 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT" .8845 SOIL CLASSIFICATION IS "CO SUBAREA AREA(ACRBS)" 0.90 SUBAREA RUNOFF(CFS) 2.29 TOTAL AREA(ACRES).. 2.85 PEAK FLOW RATE(CFS) 8 14 END OF SUBAREA STREET FLOW HYDRAULICS, DEP'I"ll(FEET) .. 0.37 HALFSTREET FLOOD WIDTII(FEET) " 10.81 FLOW VELOCITI(FEET/SEC.) " 3.00 DEPTH*VELOCITY(FT"FT/SEC.) 1.12 LONGEST FLOWPATH FROM NODE 7.00 TO NODE 36.00"' 1645.00 FEET. END OF STUDY SUMMARY, TOTAL AREA (ACRES) PEAK FLOW RATE (CFS) 2.B5 TC(MIN.} .. 8.14 14.1B END OF RATIONAL METHOD ANALYSIS 1 ~~ Printed: 06/28/200510:10:56 AM AM Modified: 06/28/200510:02:41 AM AM Page 9 of 9 --~.:: I I I I I I I I I I I I I I I I I I I APPENDIX B · Catch Basin Calculations · WSPG Input/Output Models 2-'\ I **************************************************************************** I HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1264 I I I ______________________________________________________---------------------- Analysis prepared by: RBF Consulting 14725 Alton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 16:43 06/21/2005 1============================================================================ ~-e.s- ~L..~ e- c....r.:. t-.:>c>ce: \. \ ~~ l4+ \'"1. <;; N o~ C>~-er.,. \:) 12.\U"c:: 1 **************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<< I 1 I I I ---------------------------------------------------------------------------- I I I I I I I ---------------------------------------------------------------------------- CONSTANT STREET GRADE (FEET/FEET) = 0.050000 CONSTANT STREET FLOW(CFS) = 5.60 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.080000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS 26.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.59 9.72 5.13 ============================================================================ ~ I I I I 1 ______________________________________________________---------------------- **************************************************************************** (C) HYDRAULIC ELEMENTS - I PROGRAM PACKAGE Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1264 Analysis prepared by: RBF Consulting 14725 Alton Parkway Irvine, CA 92618 TIME/DATE OF STUDY: 16:45 06/21/2005 I ;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;; c:..Ja~ (.>;,~<>l""'" ~ 14..... ~.S ....h.\)e \. \ Nc>~ (>~ \)(l..\\,)B I **************************************************************************** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< I 1 I I 1 1 I I I I 1 1 ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS); 5.60 GUTTER FLOWDEPTH(FEET) ; 0.31 BASIN LOCAL DEPRESSION(FEET) ; 0.33 FLOWBY BASIN WIDTH(FEET) ; 19.00 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION ; 19.1 >>>>CALCULATED ESTIMATED INTERCEPTION (CFS) ; 5.6 ,-,--"':,e "2....\ \ ~\.o:e:: c..~ ~C::>":>l~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- :?\ I ***_...************..***********-*-*************_..*****-***********. I HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2000 Advanced Engineering Software (aes) Ver.8.0 Release Date: 01'0112000 License ID 1264 1 Analysis prepared by: I RBF & Associates 14725 Alton Parkway Irvine, CA 92618 1 TIMElDATE OF STUDY: 09:15 06113/2005 1 ==::==::==:::;::::::::;====--=====--::==:::::====:====--:====::;:--:==:::;====:: ***_.HiHr........______._ DESCRIPTION OF STUDY ******.......,.......,- ~~~~~~~ I. CATCH BASINS IN PARK PlAZA . . 0100 FOR SUMPS 0....) t:D2- '2.. ,i e, . 1.----..-..-...-.....---.--......-.....-. *--******-**-***********-******---...............****--_... 1 >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< 1 Curb InJet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. 1 BASIN INFLOW(CFS) : 6.60 BASIN OPENING(FEET): 0.70 DEPTH OF WATER(FEET): 0.83 1 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET): 3.05 1___--------------------------------------- ---------------------------------------------------------------------------- I 1 1 I 1 ~z.. 1 I I 0 I T1 T2 T3 SO I R R JX R R 1 JX R R R JX 1 R R R R R I R R R R I JX R R R JX 1 R R R R SH I CD CD CD CD I I I 1 I 1 I 1 I NORTH PLAZA PM 23496 3D LINE A 100 YEAR FILE:441LINEA.WSP 06/27/05 1059.771011. 40 1 .013 1014.40 1223.141012.22 1 .013 1255.001012.38 1 .013 40.00 1255.001012.39 1 2 .013 11. 8 1012.39 90.00 1295.391012.58 1 .013 52.00 1659.561014.39 1 .013 1664.381015.40 2 . .013 10.0 1015.40 45.00 1664.381015.40 2 .013 1 1687.561017.39 2 .013 1700.001018.46 2 .013 15.8 1700.001018.46 2 2 .013 14.7 1018.46 75.00 1750.001022.76 2 .013 39.2 1800.001024.92 2 .013 1816.771025.65 2 .013 1960.871031. 87 2 .013 15. 2000.001033.56 2 .013 50. 2027.661034.30 2 .013 35.00 2072.781035.50 2 .013 2099.251036.21 2 .013 67.5 2120.001036.73 2 .013 2120.001036.74 2 3 .013 5.3 1037.24 90. 2200.001038.90 2 .013 2250.001040.23 2 .013 2285.001045.06 2 .013 2285.001045.09 2 .013 5.B 1045.09 90. 2300.001047.13 2 .013 2431.741049.15 2 .013 2453.871049.49 2 .013 28.17 2468.611049.72 2 .013 2 1 . 3.00 2 . 2.0 3 . 1. 50 . . 3.00 ;.~ Printed: 06/27/2005 05:38:19 PM PM Modified: 06/27/200503:04:32 PM PM Page 1 of 1 I 1 !~:" :__~-: . .- ~;~~':'-- . :-c;-,~:_~ - T" ~c~\.;i~p92.~\OC~441A.OUT It...: __.__._ ~___~,~...,__.,..-."_~~"--~_"",,,-,_,,_____,,,-, '.-.._-~,-' OODATE: 6/27/2005 TIME, 16 50 ~,~"~--,,,. __..._:""1'. WATER SURFACE PROFILE F051SP CHANNEL DEFINITION LISTING y(S) Y(6) ytS) Y(IO) INV "iil) "i(2) Y()) Y(4) DROP I SECT CHN NO TYPE NO OF PIERS AVE PIER WIDTll HEIGHT 1 BASE ZL ZR DIAMETER WIDTH CARD CODE 1 CD CD CD CD 3.00 2.00 1.50 3.00 I , 3 , . . . , . F 0 5 1 5 P 1 WATER SURFACE PROFILE TITLE CARD LISTING HEADING LINE NO 1 IS - NORTH PLAZA PM 23496 HEAPING LINE NO 2 IS - I SD LINE A 100 YEAR FILE,441LINEA.WSP HEADING LINE NO IS- 06/27/05 I . F 0 5 1 5 P WATER SURFACE PROPILE - ELEMEN1' CARD LlSTING ELEMENT NO lIS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 1059.77 1011.40 1 I ELEMENT NO IS A RE1I.CH U/S DATA STATION INVERT SECT 1:223.14101.1.22 1 1 ELEMENT NO 3 IS A REACH D/S DATA STATION INVERT SECT N 1255.00 1012.36 1 013 ELEMENT NO 4 IS A JUNCTION u/S DATA STATION INVERT SEer IAT-l IAT-2 N 1255.00 1012.39 1 2 0 013 I ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SEer 1295.39 1012.58 1 I ELEMENT NO 6 IS A REACH Ujs DATA STATION INVERT SEer N 1659.56 1014.39 1 0.013 ELEMENT NO 7 IS A JUNCI'ION U/S DATA STATION INVERT SECT LAT-l LAT-2 N 1664.38 1015.40 2 4 0 0.013 I ELEMENT NO 8 IS A REACH u/s DATA STATION INVERT SEer 1664.381015.40 2 I ELEMENT NO 9 I S A REACH u/S DATA STATION INVERT SECI' 1687.561017.39 2 ELEMENT NO 10 I S A REACH O/S DATA STATION INVERT SECT 1700.00 1018.46 2 I ELEMENT NO 11 IS A JUNCI'ION u/S DATA STATION INVERT SECT LAT~l LAT-2 N 1700.00 1018.46 2 2 0 0.013 INVERT ELEV WHICH WAS NOT GREATER THAN niE INVERT ELEV WHICH WAS NOT GREATER THAN THE niE ABOVE THE ABOVE . ELEMENT CONTAINED AN ELEMENT CONTAINED AN F 0 5 1 5 P 1 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 12 IS A REACH u/S DATA STATION INVERT SECT 1750.00 1022.76 2 1 ELEMENT NO 13 IS A REACH UjS DATA STATION INVERT SECT 1900.00 1024.92 2 ELEMENT NO 14 I S A REACH u/S DATA STATION INVERT SECT 1816.77 1025.65 2 I ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT SECT 1960.871031.87 2 ELEMENT NO 16 IS A REACH u/s DATA SEcr , STATION INVERT 2000.001033.56 I ELEMENT NO 17 IS A REACH UI S DATA STATION INVERT SEcr Modified: 06/27i2005 04:50:52 PM PM Page 1 of 7 1 Printed: 06/27/2005 05:07:57 PM PM N 0.013 N 0.013 N 0.013 N 0.013 PAGE Y(7) Y(9) ([] . PAGE NO ([] . PAGE NO W S ELEV 1014.40 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.0040.00 0.00 0 03 11.8 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 0.01012.39 0.0090.00 0.00 W 0I3 RADIUS ANGLE ANG PT MAN H 0.00 52.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.00 0.00 000 0 03 10.0 04 INVERT-3 INVERT-4 PHI 3 PHI 4 o 0 1015.40 0.00 45.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 1 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 RADIUS ANGLE ANG PT MAN H 0.0015.80 0.00 0 03 04 INVERT-3 INVERT-4 14.7 0.0 1018.46 0.00 PREVIOUS INVERT ELEV -WARNING PREVIOUS INVERT ELEV -WARNING rn PAGE NO 3 PHI 3 75.00 PHI 4 0.00 . N 0.013 RADIUS ANGLE ANG PT MAN H 0.0039.20 0.00 0 N 0I3 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 W 0.013 RAn IUS ANGLE ANG PT MAN H 0.00 0.00 000 0 N 0.013 RADIUS ANGLE ANG PT MAN H 0.00 15.00 0 00 0 N 0.013 RADIUS ANGLE ANG PT MAN H 0.00 50.00 0.00 [) N RAD IUS lINGLE ANG PT MAN H '!A I I I 1 I I I I I I I 2027.66 1034.30 ELEMENT NO 18 IS A REACH U/S DATA STATION INVERT SECT 2072.78 1035.50 :2 ELEMENT NO 19 IS A REACH U/S DATA STATION INVERT SECT 2099.25 1036.21 :2 ELEMENT NO 20 IS A REACH U/S DATA STATION INVERT SECT 2120.00 1036.73 :2 2 0.013 0.0035.00 0.00 N 0.013 RADIUS lINGLE lING PT MAN H 0.00 0.00 0.00 0 N 0.013 RAn IUS ANGLE ANG PT MAN H 0.0067.50 CI.OO 0 N 0.013 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 a ELEMENT NO 21 IS A JUNCTION U/S DATA STATION INVERT SECT LAT-l LAT-:;! N 2120.00 1036.74 :2 3 0 013 0) 5.) Q4 INVERT-] INVERT-4 PHI 3 PHI 4 0.01037.24 0.0090.00 0.00 ELEMENT NO 22 IS A REACH U!S DATA STATION INVERT SECT N 2200.00 1038.90:2 0.013 ELEMENT NO 23 IS A REACH U/S DATA INVERT 1040.23 F 0 5 1 5 RADIUS ANGLE ANa PT MAN H 0.00 0.00 0.00 0 N 013 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 om PAGE NO . 4 . SECT 2 P STATION 2250.00 . WATER SURFACE PROFILE ELEMENT NO 24 IS 11. REACH U/S DATA STATION INVERT 2285.001045.06 "CT 2 ELEMENT CARD LISTING N 0.013 RADIUS ANGLE ANG PI' MAN H 0.00 0.00 0.00 0 ELEMENT NO 25 IS A JUNCTION VIS DATA STATION INVERT SECT LAT-1 LAT-2 N 2285.00 1045.09 2 0 0 0.013 0) 5.' Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 0.0 1045.09 0.00 90.00 0.00 ELEMENT NO 26 IS A REACH VIS DATA STATION INVERT SECT N 2300.00 1047.13 2 0.013 ELEMENT NO 27 IS A REACH ViS DATA STATION INVERT SECT 2431.74 1049.15 2 ELEMENT NO 28 I S A REACH vI S DATA STATION INVERT SECT 2453.87 1049.49 2 ELEMENT NO 29 I S A REACH vIs DATA STATION INVERT SECT 2468.61 1049.72 2 RADIUS ANGLE ANG PI' MAN H 0.00 0.00 0.00 0 N 013 RADIUS ANGLE ANG PI' MAN H 0.00 0.00 0.00 0 N 0.013 RADIVS ANGLE ANG PI' MAN H 0.00 28.17 0 00 0 N 0.013 RADIUS ANGLE ANG PI' MAN H 0.00 0.00 0.00 0 ELEMENT NO 30 IS A SYSTEM HEADWORKS VIS DATA STATION INVERT SECT W S ELEV 2468.61 1049.72 2 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING .. WARNING NO.2" WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS. W.S.ELEV ~ INV + DC [][]L!CENSEE: R.B.F. &, ~ASSOC. _ SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING . 1 I I 1 1 I I I NORTH PLAZA PM 23496 SO LINE A 100 YEAR FILE:441LINEA.WSP 06/27/05 STATION INVERT DEPTH ELEV OF FLOW W.S. ELEV o L/ELEM SO VEL VEL ENERGY SVPER CRITICAL HEAD GRD . EL . ELEV DEPTH HGTI BASEl DIA ID NO. 2:L NO AVBPR PIER SF AVE HP NORM DEPTH ZR 1059.771011.40 3.0001014.400 60.1 ................................................................................................................................................................................................................................................................ 8.50 1.1221015.522 0.00 3.00 0.000.00 0 0.00 163.370.00502 1223 14 1012.22 3.506 1015.726 60.1 31 86 0.00502 1255.001012.38 3.755 1016.135 60.1 JUNCT STR 0.00000 1255.00 1012.39 4.5401016.930 48.3 40.390.00470 1295.391012.58 4.672 1017.252 48 .3 364.17 0.00497 1659.561014.39 4.772 1019.162 48.3 JUNCT STR 0.20954 1664381015.40 1.319 1016.719 17.43 38.3 890.08585 1666.27 1015.56 1.329 1016.891 38.3 17.28 8.81 0.08585 2.504 .008119 1.33 3.000 0.00 8.50 1.122 1016.848 0.00 3.00 0.000.00 0.00 2.504 .008119 0.26 3.000 0.00 8.50 1.122 1017.257 0.00 2.504 3.00 0.000.00 0.00 .006681 0.00 0.00 6.83 0.725 1017.655 2.263 3.00 0.00 0.000.00 0.00 .005244 0.21 2.650 0.00 6.83 0.725 1017.977 2.263 3.00 0.00 0.00 0.00 0.00 .005244 1.91 2.540 0.00 6.83 0.725 1019.887 2.263 3.00 0.00 0.000.00 0.00 0.00 4.719 1021.438 1.943 2.00 0.00 0.000.00 0.00 .047583 0.09 1.090 0.00 4.634 0.00 2.00 0.000.00 0.00 1021.525 1.943 .044474 1.090 0.00 ~ 0.39 Printed: 06/27/2005 05:07:57 PM PM Modified: 06/27/2005 04:50:52 PM PM Page 2 017 I I 1675 08 1016.32 1 692 0.08585 1682.001016.91 5560.08585 I 1687561017.39 0.61 0.08601 ~R..B.F. ;. ASSOC. - SAN DIEGO I STATION INVERT "LEV I L/ELEM so ....******......**.....***..............."......**............**........................*"..............*...,............**..."'......**.................".. 0.00 1688.231017.45 4.34 0.08601 I 1692571017.82 42 0.08601 1695 99 1018.12 I ;1.600.08601 1698.591018.34 1.410.08601 I 1700.00 1018.46 JUNCT STR 0.00000 1700.00 1018 .46 17.040.08600 I 1717.04 1019.92 HYDRAULIC JUMP 171.7.04 1019 92 I 0.14 0.08600 1717.18 1019.94 14.680.08600 I 17.31.86 1021.20 10.350.08600 1742.21 1022.09 I 1.3861017.704 1.4491018.362 1.517 1018.907 38.3 16-47 4.214 1021.919 .039649 0.27 38.3 15.71 3.832 1022.194 .035492 0.20 38.3 14.97 3.481 102'2.388 0.00 .033310 F0515P WATER SURFACE 0.02 NORTH PLAZA PM 23496 SD LINE A 100 YEAR. FILE:441LlNEA.'IISP 06/'27/05 PROFILE LISTING DEPTH OF FLOW W.S. ELEV 1.527 1018.975 1.603 1019.423 1.6901019.805 1. 793 1020.132 1.9431020.403 4.679 1023.139 3.447 10'23.372 0.897 1020.822 0.8971020.834 0.930102'2.130 7.79 0.08600 -t>R.B.F. r. ASSOC. - SAN DIEGO 0.9651023.055 I NORTH PLAZA PM 23496 SD LINE A 100 YEAR 06/27/05 so INVERT DEPTH ELEV OF FLOW 'II.S. ELEV STATION L/ELEM Q VEL VEL HEAD ENERGY GRD.EL. 0.19 0.87 0.36 HF 0.00 0.00 SUPER ELEV 1.943 1.943 1.943 CRITICAL OEPTH 0.00 1.943 1.090 1.090 1.090 NORM DEPTH 1.090 1.090 1.090 1.090 0.821 0.821 0.821 0.821 0.821 NORM DEPTH 2.00 2.00 2.00 HOTI Dr, 2.00 2.00 2.00 2.00 HGT/ BASE/ DIll. ID NO. 0.000.00 0 0.00 0.000.00 0 0.00 000.00 000 PAGE 2 BASE/ ID NO. ZL 0.00 0.00 o 00 SF AVE HY 0.00 1.943 ZR 0.000.00 0 0.00 0.000.00 0 0.00 0.000.00 0.00 0.000.00 0 0.00 .00 2.00 0.00 00 [IlLICENSEE: . 38.3 3.4351022.410 0.00 1.943 000 2.00 0.000.00 NO AVBPR PIER 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 [IlLICENSEE: . 14.87 .031449 0.14 0.00 1.943 0.00 2.00 0.000.00 ZR ZL NO AVBPR PIER 2.00 0.000.00 38.3 14.19 3.125 1022.548 .028532 0.10 38.3 13.52 2.8401022.645 1.943 1.724 0.00 1.724 0.00 2.00 0.000.00 """"***""*"*"""""*""""""""""""***""**"**"""""""""""*"""""""""""*****""""""""""""""""""*""""*""""""**""*"""""*""",,""""""""",,*""""*"" I 1750.001022.76 50.00 0.04320 1800.001024.92 1 16 77 0.04353 1816 77 1025.65 106.510.04316 I 1923.281030.25 37.59 0.04316 1960.871031.87 1 11.97 0.04319 1972.84 1032.39 16.090.04319 1.0021023.762 1.002 1025.922 1.0031026.653 1.034 1031.282 1.0751032.945 1.096 1033 .483 .026258 0.07 38.3 12.90 2.582 1022.714 .025291 0.04 436 0.00 1.724 1.724 1.724 1.724 1.724 1.724 1.000 1.000 1.000 1.000 1.000 1.000 0.00 2.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 ?>'- Page 3 of7 I 38.3 12.29 2.346 1022.749 0.00 .018086 00 23.6 7.51 0.8161024.015 0.00 .010883 23.6 0.8761024.248 7.51 23.6 17.29 4.6421025.464 .063425 0.01 23.6 17.28 4.635 1025.469 .059541 23.6 16.48 4.217 1026 347 .052356 54 23.6 15 71 3.8341026.889 .046090 F0515P WATER SURFACE PROFILE LISTING FILE: 441LINEA. 'liSP 0.00 1.724 0.00 1.724 0.00 1.724 SF AVE VEL ENERGY SUPER CRITICAL HEAD GRD. EL. ELEV DEPTH Q VEL 23.6 14.97 3.4821027.244 .043171 2.16 23.6 14.97 3.4821029.404 .043126 0.72 23.6 14.97 3.478 1030.131 .040921 23.6 14.39 3.2161034.498 .036479 1.37 23.6 2.9201035.865 13.71 .033114 0.40 23.6 13 .38 2.779 1036.262 .030153 0.49 Printed: 06/27/2005 05:07:57 PM PM 0.00 1. 724 0.00 2.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 2.00 000.00 0 0.00 PAGE 3 0.00 2.00 0.000.00 0.00 2.00 0.000.00 0.00 2.00 0.000.00 0.00 2.00 0.000.00 0.00 2.00 0.000.00 0.00 Modified: 06/27/2005 04:50:52 PM PM I 1 1988.93 1033.0B I 11.07 0.04319 2000.00 1033.56 27.66 0.02675 I 2027.661034.30 15.77 0.02650 2043.43 1034.72 I 29.35 0.02660 2072.781035.50 15.700.02682 -t>R.B.F. &. ASSOC. - SAN DIEGO I STATION INVERT DEPTH ELEV OF FUlW L/ELEM SO SF AVE BF NORM DEPTH ZR ..********,,*****............*******...............******..................................................................."...........**..."...................".....................***.. 0.00 I 20B8.48 1035.92 I 10.77 0.02682 2099.251036.2l S.8B 0.02506 I 2105.13 1036.36 6.850.02506 2111.98 1036.53 4.51 0.02506 I 2116.49 1036.64 2.650.02506 211!LH 1036.71 I 0.86 0.02506 ;2120.001036.73 JUNCT STR 0.00000 I :n2D.OO 1036.74 11.21 0.02700 2131.21 103704 I I I HYDRAULIC JUMP 2131.21 1037.04 25.76 0.02700 2156.971037.74 25.050.02700 -t>R.B.F. &. ASSOC. - SAN DIEGO 0.930 ~038 .668 I STATION INVERT 'LEV L/ELEM SO SF AVE HF NORM DEPTH ZR **********************************************************************....*******..********....**........*..*****..********......***..*********....* 0.00 I 2182.02 1038.41 17.98 0.02700 I 2200.001038.90 8.57 0.02660 2208.57 ~039.13 I 12.56 0.02660 2221.13 1039.46 10.790.02660 1.139 ~034 .221 1.1861034."146 1.2041035.504 1.2181035.937 1.269 ~036.769 NORTH PLAZA PM 23496 SD LINE A 100 YEAR 06/27/05 w.s. 'LEV 1.320 1037.241 1.378 1037.588 1.416 1037.773 1.481 1038.010 1.5521038.194 ~.631 1038.339 1. 724 ~038 .454 2.6091039.349 2.3841039.427 0.952 1037.995 23.6 2.527 1036.748 0.00 0.00 68 0.00 0.30 0.09 0.06 0.00 0.83 90 1.724 1. 724 1.724 1. 724 0.00 1.724 Q VEL VEL ENERGY SUPER CRITICAL HEAD GRD . EL . ELEV DEPTH 1.000 1.160 1.160 1.160 1.160 1.160 1.183 1.~83 1.183 1.~83 1.183 0.990 0.990 0.990 1.541 1.541 2.00 HGT/ BASEl DIA ID NO. 0.990 0.993 0.993 0.993 0.000.00 0.00 2.00 0.000.00 0.00 0.00 00 0.00 12.76 .026646 0.29 23.6 12.16 2.2981037044 .024455 ;23.6 11.95 2.217 1037.721 0.00 .023435 0.37 23.6 2.151 1038.088 11.77 .021678 0.64 23.6 11.22 1.956 1038.725 .019273 F05~5P WATER SURFACE PROFILE LISTING 0.00 1.724 1.724 1.724 1.724 0.00 1.724 0.00 2.00 0.00 00 0.00 0.00 OOLICENSEE: . FlLE:441LINEA.WSP 23.6 10.72 1.7841039.025 .017173 0.18 23.6 10.22 1.622 1039.210 0.00 .015620 23.6 9.92 1.5281039.301 0.00 0.00 1.724 1.724 0.00 1.541 2.00 0.000.00 ZL NO AVBPR PIER Modified: 06/27/2005 04:50:52 PM PM 0.00 1.541 .014268 0.10 23.6 9.46 1.3891039.399 0.00 .012795 :n.6 9.02 1.263 1039.457 1.541 1.541 SUPER CRITICAL ELEV DEPTH 0.73 1.541 0.00 1.541 0.00 2.00 0.000.00 0.00 0.00 0.00 00 0.00 .011540 0.03 23.6 1.1491039.488 8.60 .010507 0.01 23.6 8.19 1.043 1039.497 0.00 0.00 0.00 0.00 PAGE 4 2.00 0.000.00 00 00 o 0.00 .008296 18.3 5.82 0.5271039.876 .006544 0.07 18.3 5.82 0.5271039.954 0.00 2.00 0.000.00 0.00 0.00 0.00 0.00 0.00 [I)LICENSEE: . 18.3 1040.382 0.00 12.40 2.387 O.OG 2.00 0.00 00 ZL NO AVBPR PIER .032215 18.3 2.532 1041200 0.00 12.77 .035796 F0515P WATER SURFACE PROFILE LISTING 000 2.00 0.000.00 0.00 00 00 0.00 NORTH PLAZA PM 23496 SD LINE A 100 YEAR FILE:441LINEA.WSP 06/27/05 DEPTII OF FLOW H.S. ELEV Q VEL HEAD ENERGY GRD.EL. 0.00 2.00 0.00 00 0.00 ;' Page 4 of 7 I 0.897 1039.312 0.8651039.765 0.847 11139.975 0.817 1G40.279 VEL 18.3 13.40 2.7871042.099 0.00 .040737 18.3 14.06 3.0681G42.833 .045070 0.39 18.3 3.2391043.214 14 .44 .050015 0.63 18.3 15.15 3.5641043.843 .056958 0.61 Printed: 06/27/2005 05:07:57 PM PM 2.00 0.00 0.00 2.00 0.000.00 0.00 2.00 0.000.00 D.Oll 2.DG 0.00 G.GO O.GG 2.0G G.OO 0.00 G.OO 2.0G O.GO 0.00 C.OO PAGE 5 HGTI DrA BASEl ID NO. 2.00 0.000.00 0.00 2.00 0.000.00 2.110 0.00 2.00 0.000.00 0.00 I 1 iY~~'>':> '~!'!?;5;~~.~~'-~;_~r<;.~':~:~?}..~~.;.:'i::"' i<;l ,~:t ~-~~,~::::i,:.:..: ,_:~; ".< "~-'---"'--;;;:r;~' ~_...., .,.'....... c_. - _".... C', -, - . .:pwspg2~4\OC8\441A.OUT ,;,~ '""..". ,..b~~><..___,_ ._.. ,.~~~__._ 2231.92 1039.75 I 9.540.02660 2241.46 1040.00 8.540.02660 I 2250.00 1040.:23 0.38 0.13800 2250.381040.28 I 6.240.13800 2256621041.14 -4 92 0.13800 2261.541041.82 I -4.00 0.13800 2265.541042.37 I 3.31 0.13800 ~R.B.F. &. ASSOC. - SAN DIEGO 0.7881040.537 0.7611040.764 0.7351040.965 0.736 1041.018 0.7621041.906 0.790 1042.613 0.819 1043.194 1B.3 15.90 3.9251044.462 .064915 0.62 18.3 16.67 4.313 1045.077 .074027 0.63 18 .3 17.48 4.744 1045.709 .078577 03 18.3 4.717 1045.735 17.43 .073445 0.46 18.3 16.62 4.290 1046.196 .064423 0.32 18.3 3.898 1046 511 15.84 .056555 23 1.8.3 15 11 3.546 1046.740 .049658 FOS15P WATER SURFACE 0.16 PROFILE LISTING NORTH PLAZA PM 23496 SD LINE A 100 YEAR FILE,441LINEA.WSP 06/27/05 I STATION INVERT DEPTH ELEV OF FLOW 101.5. "'EV 0.00 1.541 0.00 1.541 0.00 1.541 0.993 0.993 0.631 0.631 0.631 0.631 0.631 2.00 Herr/ OIA 0.000.00 0.00 2.00 0.00 00 0.00 0.00 0.00 0.00 0.00 0.00 COLICENSEE: . 0.00 1.541 0.00 1.541 00 2.00 0.000.00 BASE/ 10 NO. ZL NO AVBPR PIER 2.00 0.000.00 0.00 1.541 0.00 1.541 0.00 2.00 0.000.00 2268.851042.83 L/ELEM SO SF AVE HF NORM DEPTH ZR ..****..******..*....*..*****************************....*..**************......*..************..****************........*********....****************.. 0.00 I 2.78 0.13800 2271.63 1043.21 2.34 0.13800 I 2273.971043.54 2000.13800 2275 97 1043.81 I 1.71 0.13800 2277.68 1044.05 1.450.13800 I 2279.13 1044.25 1.24 0.13800 2280.37 1044.42 I LOS 0.13800 2281.421044.57 0.89 0.13800 I 2282 31 1044 .69 74 0.13800 2283.05 1044.79 0.61 0.13800 I 2283_661044.87 0.49 0_13800 -I>R.B.F. & ASSOC. - SAN DIEGO 1.'239 1046_114 1 0.8491043.681 0.880 1044.095 0.9131044.451 0.9471044.760 0.9821045.031 1.0201045.269 1.0591045.480 1.1011045_667 1.1441045.833 1.190 1045.981 Q VEL VEL ENERGY SUPER CRITICAL HEAD GRD . EL . ELEV DEPTH 18.3 14.41 3.2241046.905 .043609 12 lB.3 13_74 2.931 1047 026 .038322 18.3 13.10 2.665 1047.116 .033696 0_07 18.3 2.4231047.183 12.49 .029632 0.05 18 .3 11.91 2.2011047.232 .026083 18.3 11.35 2.001 1047.270 .022982 0.03 18.3 10.83 1.8211047_301 .020267 0.02 18.3 10.32 1.6541047.321 .017890 18.3 9.84 1.5051047338 .015804 0.01 18.3 9.38 1.368 1047.349 .013985 18.3 .95 1.243 1047.357 0.00 .012396 F0515P WATER SURFACE PROFILE LISTING NORn! PLAZA PM 23496 SO LINE A 100 YEAR FILE 441LINEA.WSP 06/27/05 L/ELEM so INVERT DEPTH ELEV OF FLOW W.S. ELEV STATION I 0.09 0.04 0.02 0.01 0.01 0.00 1.541 HP 0.00 1_541 0.631 0_631 0.631 0.631 0.631 0.631 0.631 NORM DEPTIl: 0.631 0.631 0.631 0.631 00 2.00 0.00 .00 0.00 0.00 0.00 0.000_00 0 0.00 2.00 0.00 0.00 1-541 0.00 1-541 00 2.00 0.000.00 0 0.00 0.00 0.00 0.000.00 0 0.00 o 00 2.00 0.00000 0.00 1.541 0.00 1.541 0.00 2.00 0.000.00 0.00 00 00 0.00 0.00 1.541 0_00 1.541 0.00 PAGE 6 0.00 2_00 0.000.00 0.00 0.00 00 mLICENSEE: . 0.00 1.541 0.00 1.541 0.00 2.00 0.000.00 ZL NO AVBPR PIER ZR ****************..***************..*....***************************......*..*************..************************************..*..********** 2284.15 1044.94 0.37 0.13800 I 2284.52 1044 .99 0.27 0.13800 Page 5 017 ';9 I 1.2911046_233 1.3461046.340 1.541 SF AVE VEL ENERGY SIJPER CRITICAL HEAD GRD. EL. ELEV DEPTH Q VEL 18.3 1.130 1047.363 8.53 .011005 18.3 8.13 1.0271047.367 .009792 0.00 0.00 0.00 0.00 1.541 1.541 0.631 0.631 0.00 2.00 2.00 0.000.00 0.00 2.00 2_00 0.00 .00 2.00 0.00 0.00 2.00 0.000.00 0.00 2.00 0.000.00 0.00 2.00 0000.00 000 PAGE 7 HGT/ BASE/ DIA 10 NO. 0.00 Printed: 06/27/2005 05:07:57 PM PM Modified: 06/27i2005 04:50:52 PM PM 00 0.00 0.00 I I 2284.791045.03 1 0.16 0.13800 2284.95 1045.05 0.05 0.13800 I 2285.001045.06 JUNCT STR 0.00000 2285.00 1045.09 I 0.71 0.13600 2285.71 1045.19 HYDRAULIC JUMP 2285.71 1045 19 I 1 33 0.13600 2287041045.37 2.54 0.13600 I 2289 58 1045.71 :2 13 0.13600 2291.71 1046.00 I ,_,.,::;-.t::'.t' 1.4051046.436 1.4691046.522 1.5411046.601 2.368 1047.458 2.2761047.462 0.6671045.853 0.6771046.044 0.701 1046.414 1.820.13600 ~R.B.F. & ASSOC. - SAN DIEGO 0.726 1046.729 I NORTH PLAZA PM 23496 SO LINE A 100 YEAR 06/27/05 L/ELEM so INVERT DEPTH XLEV OF FLOW W.S. ELEV STATION ~,....~~,~. '-':~:~.:, C';;--:,~," ,! \~" "~', ,',",' ,,:,~'::':"':':'~.i~ "_~C:\wspg2.4\OCI'I\441A;OUT..~, , ~...~.~...._._"'~';;"',-_._."----,----_..--,,,_...,..,----- 18 0.934 1047.370 0.00 o 00 0.00 0.12 0.01 HF 1.541 0.00 1.541 0.631 0.631 0.520 0.520 0.520 0.520 0.520 NORM DEPTH Hr7r/ BASE/ OIl. ID NO. , ."~}~ 2.00 0.000.00 0.00 7.75 .008739 0.00 18 .) 7.39 0.849 1047 371 0.00 1.541 0.00 2.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 mLICENSEE; . .007628 lB.3 7.05 0.771 1047.372 0.00 1.271 o 00 2.00 0.00 00 0 ................................................................................................................................... I 2293.53 1046.25 1.53 0.13600 2295.061046.46 I 1.33 0.13600 2296_391046.64 1.13 0.13600 I 2297.52 1046.79 0.960.13600 2296.48 1046.92 I 0.830.13600 2299 31 1047.04 69 0.13600 I 2300.00 1047.13 94.95 0.01533 2394.95 1048.59 36790_01533 I 2431.74 1049.15 10.96 0.01536 2442.72 1049.32 I 11.15 0.01536 2453.871049.49 5.680.01560 ~R.B.F. & ASSOC. - SAN DIEGO 1.0501050.540 I 0.7521047.002 0.7801047.238 0.8061047.446 0.8371047.630 0.868 1047.792 0.9001047.936 0.9351048.065 0.9521049.538 0.986 1050.136 1.011 1050.330 NORTII PLAZA PM 23496 SD LINE A 100 YEAR 06/27/05 I so INVERT DEPTH ELEV OF FLOW W.S. ELEV STATION L/ELEM .005229 0.00 12.5 0.2461047.704 0.03 0.01 .014925 1.42 8.47 1.114 1050_652 0.00 0.50 0.00 1.271 0.520 0.520 0.520 0.520 0.520 NORM DEPTH 0.520 0.933 0.933 0.933 0.933 0_930 0.00 2_00 0.000.00 0 0.00 o 0.00 3.98 .003053 12.5 0.2461047.708 .013566 8.07 1.0121051150 0.00 0.00 1.271 0.00 2.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o 00 mLICENSEE: . 3.98 12.5 13.62 2.8791048.732 .011064 12 0.9561051.266 0_00 0.00 1.271 0.00 2.00 0.000.00 0 ZR ZL NO AVBPR PIER Modified: 06/27/2005 04:50:52 PM PM 0.00 1.271 .051374 0.07 12.5 13.33 2.758 1048 .802 7.48 0.869 1051 409 0.00 0_00 1.271 0.00 2.00 0.000.00 ........................................................................................................................................................... .046762 12.5 12.70 2.5061048.920 0.06 HF SF AVE VEL ENERGY SUPER CRITICAL HEAD GRD. EL. ELEV DEPTH 0.00 2.00 0.000.00 0 0.00 3"\ _040965 0.09 12.5 2.278 1049.007 12.11 _035934 F0515P WATER SURFACE PROFILE LISTING FILE, 441LINEA. WSP Q VEL 12.5 11.55 2.072 1049.074 .031529 0.05 12.5 1.883 1049.121 0.00 11_01 .027673 0.04 12.5 10.50 1.713 1049.159 0.00 .024281 12.5 10_02 1.5581049.188 .021319 0.02 12.5 1.416 1049.206 9.55 .018731 0.02 12.5 9.10 1.2671049.223 .016470 12.5 8.68 1.170 1049.235 0.00 12.5 12.5 .012233 13 12.5 7.65 12.5 .009846 P0515P WATER SURFACE PROFILE LISTING FILE,441LINEA.WSP 0.00 1.271 1.271 1.271 0.00 1.271 0.00 1.271 0.00 1.271 1.271 1.271 1.271 1.271 1.271 SF AVE VEL ENERGY SUPER CRITICAL HEAD GRD _ EL. ELEV DEPTII Q VEL I Printed: 06/27/2005 05:07:57 PM PM 0.00 2.00 0.000.00 0.00 PAGE 8 ZL NO AVBPR PIER " 2.00 0.000.00 0.00 2.00 0.000.00 0.00 2.00 0.000.00 0_00 2.00 0.000.00 0.00 2.00 0.000.00 0 0_00 2.00 0.000.00 0.00 2.00 0.000.00 0.00 2.00 0.000.00 0.00 2.00 0.000.00 0 0_00 0.00 2.00 0.000.00 0.00 2.00 0.000.00 0.00 PAGE 9 HGT/ BASEl OIl. 10 NO. Page 6 of7 I I I I I I I I I I I I I I. I . I I I _._,~ -Qj~~~92A\OC~i441~~~t:3-'",:~-~::7-C--'-:- " ~:,~_'= __ ~ :~~ ~~j 2459.55 1049.58 1.084 1050.663 12.5 7.19 0.802 1051.465 0.00 1.271 2.00 0.00 0.00 0.00 4.53 0.01560 .008779 0.04 0.930 0.00 2464.08 1049.65 l.D6 1050.775 12.5 6.85 0.729 1051.504 0.00 1.271 2.00 D.Da 0.00 0.00 2.72 0.01560 .007751 0.02 0.930 0.00 2466.80 1049.69 1.171 1050.863 12.5 6.53 0.663 1051.526 0.00 1.271 2.00 0.00 0.00 0 0.00 1.40 0.01560 .006856 0.01 0.930 0.00 2468.20 1049.71 1.219 1050.933 12.5 6.23 0.603 1051.536 0.00 1.271 2.00 0.00 0.00 0.00 0.41 0.01560 .006067 0.00 0.930 0.00 2468.61 1049.72 1.271 1050.991 12.5 5.94 0.547 1051.538 0.00 1..271 2.00 0.00 0.00 o.oom u.te::, ~\.L -:0 IO'S\ .s4 -\- a Sec.SS) ~ t>S~ - e, A,C Printed: 06/27/2005 05:07:57 PM PM Modified: 06/27/2005 04:50:52 PM PM Page 7 of 7 I I I I I I I I 1 I I 1 I I I I I I I f,-:;-"s::l I L',('j ~ - o :,\:. ; '''cj ~ a.l 0> CO c... I '., I I', I '1 \,"" i I ..;'~",J .,' 'I i~ ,". 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I I I 1 I I I I 1 I I I I I 1 I I I I o Tl NORTH PLAZA PM 23496 T2 SD LINE B 100 YEAR FILE:441LINEB.WSP T3 06/27/05 SO 1002.471014.50 2 R 1008.681014.53 2 R 1066.221014.82 2 R 1209.621015.54 2 R 1229.631015.64 2 JX 1233.631015.66 2 1 R 1233.631015.66 1 R 1260.201015.79 1 R 1272.471015.85 1 SH 1 CD 1 4 2.00 CD 2 4 3.0 .013 1019.16 .013 .013 74.00 .013 15.00 .013 25. .013 6.0 1015.66 75.00 .013 1 .013 65. .013 ";,.; I ',,::J 9 Printed: 06/27/2005 05:32:14 PM PM Modified: 06/27/2005 05:24:38 PM PM Page 1 of 1 I 1 1 I I I I I I I I I I I 1 I I I I [IJDATE: 6/27/2005 TIME, :1.7,27 WATER SURFACE PROFILE POS1SP CHANNEL DEFINITION LISTING 1 PAGE CARD CODE SECT CHN NO OF AVE PIER NO TYPE PIERS WIDTH HEIGHT 1 BASE Z1. ZR DIAMETER WIDTH INV "ill) Y{2) Y()) Y(4) OROP Y(6) Y(la) y(?) Y(B) Y(SI) Y(S) CD CD 2.00 3.00 . 1 2 , 4 rn . F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE TITLE CARD LISTING HEADING LINE NO 1 IS - NORTH PLAZA PM 23496 HEADING LINE NO 2 IS - SD LINE B 100 YEAR FlLE:441LlNEB.WSP HEADING LINE NO IS- 06/27/05 rn . . F 0 5 1 5 P PAGE NO WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET UIS DATA STATION INVERT SECT 1002.471014.50 2 W S ELEV lOH.16 ELEMENT NO :2 I S A REACH U!S DATA STATION INVERT SECT 1008.68 1014.53 2 N 0.013 RADIUS ANGLE .ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO IS A REACH U/S DATA STATION INVERT SECT 1066.22 1014.82 2 N 0.013 RADIUS ANGLoE ANG PT MAN H 0.0074.00 000 0 ELEMENT NO 4 I S A REACH u/s DATA STATION INVERT SECT 1209.62 1015.54 2 N 0.013 RADIUS ANGLE ANG PT MAN K 0.0015.00 0.00 0 ELEMENT NO IS A REACH U/S DATA STATION INVERT SECT 1229.63 1015.64 2 N 0.013 RADIUS ANGLE ANG PT MAN H 0.0025.00 0.00 0 ELEMENT NO 6 IS A JUNCTION vIs DATA STATION INVERT SECT LAT-l LAT.2 1233.63 1015.66 2 1 0 WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS N Q3 Q4 0.013 6.0 0.0 AND CHANNEL DEFINITIONS INVERT-3 INVERT--1 PHI 3 PHI-1 1015.66 0.00 75.00 0.00 ELEMENT NO 7 IS A REACH U!S DATA STATION INVERT SECT 1233.63 1015.66 1 N 013 RADIUS ANGLE ANG PT MAN H 0.00 0.00 000 1 ELEMENT NO IS A REACH U/S DATA STATION INVERT SECT 1260.20 1015.79 1 N 0.013 RADIUS ANGLE ANG PT MAN H 0.0065.00 000 0 ELEMENT NO 9 IS A REACH UIS DATA STATION INVERT SECT 1272.-171015.85 1 N 0.013 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 ELEMENT NO 10 IS A SYSTEM HEADWORKS uls DATA STATION INVERT SECT W S ELEV 1272.47 1015.85 1 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING U WARNING NO.2 U WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV '" INV + DC mLICENSEE: R.B.F. & ~ASSOC. - SAN DIEGO F0515P PAGE 1 . WATER SURFACE PROFILE LISTING NORTH PLAZA PM 23496 SD LINE B 100 YEAR FILE,-1-11LINEB.WSP 06/27/05 STATION INVERT DEPTH ELEV OF FLOW VEL VEL ENERGY SUPER CRITICAL HEAD GRD.EL. ELEV DEP11I KG'!'/ BASE/ DIA ID NO. ZL NO AVBPR PIER W.S. ELEV Q L/ELEM SF AVE NORM DEPTH " so HF ****"***"*"**"""""""""""**"*"************"**"""""""""*""********""""""""""""""""""**********""""""""""************""""""*****"***** 1002.47 10U.50 -1.6601019.160 0.0-121019.202 3.00 0.00 0.00 1.080 0.000.00 11.6 1.6-1 6.210.00483 .000302 0.00 1.021 0.00 1008.68 101-1.53 -1.6321019.162 1.6-1 0.0-121019.20-1 1.080 3.00 0.00 0.000.00 11.6 0.00 57.540.00504 .000302 1.010 0.00 0.02 1066.221014.82 4.3671019.187 1.64 0.0421019229 1.080 0.000.00 0.00 11.6 0.00 3.00 14.3.400.00502 .000302 04 1.011 .00 1209.62 1015.54 11.6 0.0421019276 3.00 0.000.00 0.00 0.00 1.080 3.6941019.234 1.64 20.01 0.00500 .000302 0.01 1.012 0.00 1229.63 1015.64 11.6 1.64 0.042 1019.286 1.080 0.000.00 0.00 0.00 3.00 3.604 1019.244 JUNCT STR 0.00500 .000186 0.00 '50\ 0.00 Printed: 06/27/2005 05:28:35 PM PM Modified: 06/27/2005 05:27:10 PM PM Page 1012 I 1 I I I I I I I I 1 1 1 I 1 I I I I 1233.63 1015.66 3.636 1019.296 5.6 1.78 0.049 lOl!1.345 0.00 0.836 2.00 0.00 0.00 0.00 1233.63 1015.66 3.638 1019.298 5.6 1.78 0.049 1019.347 0.00 0.836 2.00 0.00 0.00 0.00 26.57 0.00489 .000613 0.02 0.820 0.00 L2EiO.20 1015.79 3.533 1019.323 5.6 1.78 (1.049 1019.372 0.00 0.836 2.00 0.00 0.00 0.00 12.27 0.00489 .000613 0.01 0.820 0.00 1272.47 1015.85 3.481 1019.331 5.6 1.78 0.049 1019.380 0.00 0.836 2.00 0.00 0.00 0 D.Dorn U\-; ~(,L::. \ Dt"l.~'5 -T- c> -S(- d;) - \10 \~.A.\ - 55 Printed: 06/27i2005 05:28:35 PM PM Modified: 06/27/2005 05:27:10 PM PM Page 2 012 I 1 I 1 I I I 1 I 1 I I I 1 I I I I I o Tl NORTH PLAZA PM 23496 T2 SD LATERAL B-1 100 YEAR FILE:441LATIB.WSP T3 06(27(05 SO 1001.891015.66 2 .013 R 1039.521015.84 2 .013 SH 2 CD 2 4 2.00 1019.30 -- -,'~-~-"'-',""-'-' ----~ ... .WSP',"t ~ . ~ -.;~~.j'~\"'ili:::"""'=--.:c~.d:-_. '--'"-,--'".''' ~.i .~,e,~c, pel :,; _"" ~ . ." .:' J ~ Printed: 06/27/2005 05:49:07 PM PM Page 1 of 1 Modified: 06/27/2005 05:45:15 PM PM 1 I I 1 1 1 I I I I 1 I 1 I I 1 I I 1 f=~.l=--"~~':'~~=~~ ~="9~~_ ~~~ [[)DATE: 6/2712005 TIME, 17:47 -i".::':~:~-:T\wspgZ.4\OCHI441:CATB1:---:-.-". ~-c- --~- _,.,..-,--.~"'-"-_ ."_,, ~.~",.:t. ".~,;.-,-+-,,,,-",--__....;,_~~;c__,_,_.,,;___--,"- WATER SURFACE PROFILE FOS15P CHANNEL DEFINITION LISTING 1 PAGE CARD CODE HEIGHT 1 BASE ZL ZR DIAMETER WIDTIi INV 'i(l) Y(2) YD) Y(4) DROP Y(9) Y(IO) Y(S} Y(6) Y(7) y(S} SECT CHN NO TYPE NO OF AVE PIER PIERS WIDTH CD 2 2.00 CD . . P05 1 5 P PAGE NO WATER SURFACE PROFILE TITLE CARD LISTING HEADING LINE NO 1 IS - NORTH PLAZA PM 23496 HEADING LINE NO :2 IS - SD LATERAL B-1 100 YEAR FILE:441LATIB.WSP HEADING LINE NO IS- 06/27/05 CD . -l> F 0 5 1 5 P PAGE NO :2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 I S A SYSTEM OUTLET U/S DATA STATION INVERT SEC"f 1001.891015.66 :2 W S ELEV 1019_30 ELEMENT NO :2 IS A REACH U/S DATA STATION INVERT SECT 1039.521015.84 :2 N 013 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0 00 0 ELEMENT NO IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1039.521015.84 2 0.00 NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING H WARNING NO.2 H WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV '" mv + DC [(JLICENSEE: R.B.F. &. ~ASSOC. - SAN DIEGO FOS1SP PAGE 1 . WATER S11R.FACE PROFILE LISTING NORTH PLAZA PM 23496 SD LATERAL B-1 100 YEAR FILE,441LATIB.WSP 06/27/05 STATION o VEL ENERGY SUPER CRITICAL HEAD GRD. EL. 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