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Home My WebLink AboutHydrology Storm Drain (Apr.1991) HYDROLOGY AND HYDRAULICS REPORT "1 ',.~;i~:ci~;";l."'~' Pa om.atf~'J.Y'elj.rf'o(J ," ":~ ";>. ~:,:~l'- " TRACT 24188 STORl\,.fDRAIN '", PREPARED FOR: ';$. w,~~ -5-'2-2 PH Bedford Proper 1 PREPARED BY: "''''="'"~'"-~~'1t01jiiF.]jd;i;:WZlli~'CJ'tf1stf&~Ciates ;/ ' 28765 Single Oak Drive, Suite 250 Temecu1a, California 92390 / -. Contact Persons: Mike Tylman, Matt Hickey .',": ----- ..7-, August 31, 1990 , RevisedApril,199i IN 400012, ------..~ . L-.;~~~-:-,~2:ci. f ~ ".;;2 " "ji - ' --~-~~:':;;~~?o~i'~;"'~~':'::,;;~2~'5:).""::2.-.~"s:-~~ o-~.L;.ciii~~ =-~~~~~ ~ I I I I TABLE OF CONTENTS I Page No, I I. INTRODUCTION 1 II. HYDROLOGY 2 I III. CATCH BASIN DESIGN 3 I IV. STORM DRAIN DESIGN 4 I EXHIBITS I "A" LOCATION MAP 5 I "BI! SOILS MAP 6 I APPENDIX I "A" 100- & IO-YEAR HYDROLOGY (RATIONAL METHOD) 7-97 il "B" HYDROLOGY MAP "e" STREET CAPACITY ANALYSIS 98-103 I "D" CATCH BASIN DESIGN CALCULATIONS AND 104-127 GUTTER CAPACITY ANALYSIS I "Ell STORM DRAIN ANALYSIS (WSPG PROGRAM) 128-254 I' I I '].; I I I I I I I I il I I I I I I I I I I I INTRODUCTION This report includes the hydrologic and hydraulic calculations performed for the design of drainage structures for Tract 24188 of The Meadows residential development located in Temecula, California. The owner/developer of the site is Bedford Properties. The site is located east of Interstate 15 and south of Rancho California Road, as shown on Exhibit "A". The data provided in this report was the basis for street design and storm drain improvements. The primary objectives of this report are as follows: 1. Delineate the drainage areas tributary to the onsite and offsite catch basins in Tract No. 24188. 2. Based on drainage patterns, ground slope, land use, and soil type and using the Riverside County Rational Method, perform a hydrologic analysis of onsite and offsite runoff to provide 100-year design flows for the sizing of drainage facilities. 3. Based on the hydrology results and physical site requirements, design the catch basins and storm drain laterals to convey the computed design discharges. The major drainage structures in this report are as follows: Line A: Line B: Line C: Line D: Line E: Line F: Infrastructure pipe which carries flow from AD. 159 Butterfield Stage Road west to Line "A" of Tract 24131 storm drain on Meadows Parkway. In-tract pipe which collects runoff in Tracts 24188-3 and 24188-2 and confluences with Line "A" and McCabe Drive. In-tract pipe which drains Tract 24188-1, a commercial lot, and is tributary to AD. 159 Pauba Road storm drain. Infrastructure pipe which carries flow from AD. 159 Butterfield Stage Road west through an open space in Tract 24188-5 to Line "D" in Tract 24187. In-tract pipe which collects runoff from Tracts 24188-4 and 24188-5 and confluences with Line "D". Infrastructure pipe which carries flow from AD. 159 Butterfield Stage Road west through the parent tract of 24188 and terminates in an open channel in the interim. It will connect to a future Tract 24186 Line "D". , 3 I I I I I I I I I I I I I I I I I I I II. HYDROLOGY Hydrologic calculations were performed using the Riverside County Rational Method from the RCFC&WCD Hydrology Manual dated April, 1978. The 100-year design discharge at each storm drain inlet was computed by generating a hydrologic "link-node" model which divides the area into drainage subareas, each tributary to a concentration point or hydrologic "node" point determined by the proposed street layout. The computer results are included in Appendix "A". The following assumptions/guidelines were applied for use of the Rational Method: 1. The soils map from the Riverside County Hydrology Manual indicates that the study area is primarily Group "BC", "B" and "D" soil. Soil ratings are based on a scale of A through D, where D is the least pervious, providing the greatest storm runoff. The soils map, excerpted from the Hydrology Manual, is included as Exhibit "B". 2. The runoff coefficient specified for street subareas was commercial to describe the proposed development characteristics. Condominium land use was specified for most lot subareas, in consideration of their average size and runoff potential. Large open spaces were considered as 1/2 acre residential lots and the commercial area Tract 24188-1 was designated as such. 3. Initial subareas were drawn to be less than 10 acres in size and less than 1,000 feet in length per County guidelines. 4. Pipe travel times were computed based on preliminary computer-estimated pipe sizes. A minimum pipe size of 18 inches was specified, and 90 percent of the actual pipe slope was assumed available for the pipe friction losses. 5. Standard intensity-duration curve data was taken from the County Hydrology Manual (values apply for Murrieta-Temecula and Rancho California areas) and from Riverside County Flood Control and Water Conservation District revised rainfall criteria. For the 100-year analysis, the data specifies a 100-year lO-minute rainfall intensity of 3.60 inches/hour and a 100-year 60-minute rainfall intensity of 1.40 inches/hour. The resulting 100-year discharges at proposed catch basin locations are flagged on the Rational Method computer summary, Appendix "C", and on the Hydrology Map, Appendix "B". All discharges shown on the Hydrology Map, Appendix "B", represent the results of the Rational Method computer results, and the discharges shown on the Storm Drain Improvement Plans. A I I I I I I I II I I I I I I I I I I I' I I m. CATCH BASIN DESIGN Each catch basin is designed for the 1000year discharge. In addition, the lO-year discharges are shown on the Hydrology Map. Street depths and catch basin design capacities were estimated using Los Angeles City and County Flood Control guidelines and charts. Detailed gutter capacity analyses and detailed catch basin design calculations are included as Appendix "D". ~ I I I I I I I I I I I I I I I I I I I IY. STORM DRAIN DESIGN The results from the Rational Method hydrology and catch basin design were used to prepare a steady-state hydraulic analysis of the storm drain system under the predicted 100- year flow conditions. A Water Surface Pressure Gradient (WSPG) computer program published by the Los Angeles County Flood Control District (LACFCD), capable of analyzing systems of pipes under partial, full or pressure flow conditions, was used for design. The computer results and input listings for the hydraulic analysis are included as Appendix "E". - ............: ...... ..... ..... R 8,WOJl/e:> ...... O......U81:1. _........... ~v ~............... ~ 8/n:)8W8.L alfBll!ll^ \) ~ UOnB:)01 I J:)arOJd J' . (6.1. JaUU!llS 2J a~e"1 p / '00 o6a!O ueS '............... '00 ap!SJ9^!1:! OJ V J.181HX3 SMOpeaw I!e^ dV'1^J lV'NOI83Cl s SS'Z'6S~!iZ Nr 68".L.tSr... . ~~ -4E6 -m"..iI..'ll,ag.uoRi, ~ I I B I I I I B I I I I I I I I I I I .ot,U.U I Q:lM9:l.:l:lH ~ HO~ d\1W dnOH~ S110S :l1~010Ha^H NOI.1YN91530 dn0ll9 51105 Y A~YONn08 dnO~9 51105 ON3931 I ! l'v'nN\~fI~ A0010~O^H o Iiiiiiiiil ODDS B3, ~ \1~N\1H:l3d 8 1.181HX3 ---.~ ?J I I I I I I I I I I I I I i !I ! I I I I I 100 YEAR & 10 YEAR HYDROl~OGY (RATIONAL METHOD) ~~~,~~~:::;;~-::"~_:'::"~.:~_:::~'.;:ii:;~G';'-'~--"'~';';:--"-'-:-:=---'-~-:-=-~-~~;~~~~---:,--~:~-=--:-~<~__:~~~::-_;;.:~;~,;.:::t:~:~~:~~~:-,::--:>:6G.:b}~~~~~~_:~-:::~';:-":~;-"':-i.,::-~;:-~~Z~;.,2 I II . I I I I HYDROLOGY . I MAP I , I I I I I I I I I I I ~:;:<;~~~~;~:~L:;1'ii2s.:;'~di~7'~~:: -~ ~-",.,-"-~ ~-,-,~;~';"":;'~' ---:--.- '" ,-->--=:~,,_T~~:'o~~~-i~~~_::-:?~'~L~:~.~i;:'i~~j::;:~;;;~~~~'~~{~,\~: :}Si~~;~~>Li::~;.=z~S-,::::~~~ 'I' I '\, CITY OF 76mt:C.lALA_ SUBJECT: SUBMITTAL OF HYDROLOGY/HYDRAULICS FOR PLAN CHECK 'Z ~ ~ ENGINEER iZl3F /tZ- Z-419~ DATE 5-2"2--91 To enable a more efficient and faster checking process of your plans, we suggest that the following items be provided with the submittal of storm drain plans: A. CHECK IN PACKAGE Provided Yes No 1. ~ ~ ~ L--"- ~- 2. L/' -- ~- L--" _ ~ -- ~ ~ -- 3. Hydrology Study a. Discussion of method, controls, purpose. b. On-site map (can be combined in some cases) c. Off-site map showing contours and pertinent elevations d. Hydrology calculations e. Summary Hydraulic calculations a. Pipe flow b. Street flow c. Catch basin d. Improvements plans (storm drain or included in street plans) a. Main line pipes (L> 100') b. Lateral pipes (L < 100') B. HYDROLOGY STUDY Corrections OK NOT OK 1. Hydrology map showing: ~ a. -- r..--/' _ b. ~ c. -- ~ d. -- .....-- e. ---;::::::-- f. -- ~ g. -- All tributary areas, on-site and off-site. Subareas should be distinctly outlined. (colored subareas preferred) Proposed and existing storm drain systems (including catch basins) Points of concentrations, flows (Ql0 & Ql00L times of concentration, and high and low points. Flows before and after C. B. pick up. Scale and north arrow. (Scale should be at least 1"=100) Show street grades Engineer's stamp and signature (unless map is a part of Hydrology Study, shown in Table of Contents of Hydrology Study). Flow path II c- ~ B. HYDROLOGY (cont) Corrections OK NOT OK 2. Hydrologic calculations: (,./""'- a. See 16U6'l:'D1 Cl:S County Flood Control District ........-- Hydrology Manual for format b. Include any reference material used and/or indicate -- references on sheets. ...........-- c. Soil group map with site location plotted. ~ d. Engineer's stamp and signature -- C. FLOOD PLAIN 1. Is project in a flood zone? If so, does design meet FEMA regulations? a. HEC-2 calculations are provided b. Flood plain water surface profile and plan view (limits of flood plain) of existing and proposed. a. Water surface is not raised by more than one foot (flood plain). b. Water surface is not raised at all within the flood way. c. Velocities have not been increased on adjacent properties d. Stamp and signature by a civil engineer D. HYDRAULICS ~ 1. -- ----- - - ..........- 2. - - ~ 3. - '\,/""" - - ~ 4. ~ 5. -- ~6. Mainline hydraulic calculations. a. Backup calculation or explanation for hydraulic control Lateral hydraulic calculations Catch basin size calculations: a. Include calcs for interior catch basins and any other catch basins outside project area affected due to water generated by new improvements. Submit any existing proposed system. hydraulics used in conjunction with Minor loss calculations. Include any. reference material used and/or indicate references on sheets. ., " D. HYDRAULICS [ContI Corrections OK NOT OK ~ 7. -- ~- ~ ~ 8. -- ~ 9. -- Street capacity calculations: a. Include calcs for all streets within project and any streets affected outside project due to water generated by new improvements. [Contain 10-yr. Q within top of curb, 100-yr. Q within R/W). b. Street capacities shall adhere to fZ-ILt:IlSI12> County Flood Control District criteria. D-Load tables or calculations used shown. Stamp and signature by a civil engineer. [If not part of Hyd. Study) . E. STORM DRAIN AND STREET IMPROVEMENT PLANS ~_ 1. Profile of existing as well as proposed ground at the center line of construction. ............... -- .----- ~ -- ~_5. ~ -- ~ -- ~_6. ~ -- t/' ~ 7. ~ ---::::;::-- -- ------- :::::::::--- -- .....--- ;:::;:--- ~ 2. Centerline alignment (bearings, curve data, etc.) The plans should note the D-Ioad of all pipe greater than 2~"; pipe 2~" or smaller should be noted as Class IV. Show H.G.L. 100 [year flows on plans) 3. ~. Cast-in-Place pipe (City approval is required) a. Feasibility study for cast-in-place (soils report) b. Structural calculations c. See City Cast-in-Place requirements Any sump conditions? 8. a. Is an emergency escape provided (over land or other approved method by the City)? b. Are house/building pads protected? Erosion control (approved plan to be on file with agency between October 15th and April 15th). LUlu... ~ ~1o\\l2-eoO 1f" Cl\U,O~'^- ~"S lti:yoUP Check for compliance with hydraulic calculations OV--c. \'S a. Hydraulic contro.1 b. Hydraulic grade line on plans b1. Matches calculations b2. Below top of manholes and catch basins c. Flows and velocities d. Slope e. Confluences (angles, elev., etc.) ';-. ". / E. STORM DRAIN AND STREET IMPROVEMENT PLANS (Cont.) Corrections OK NOT OK ....-/ 9. Each storm drain line designation and identified calculations. should be labeled with a letter on all plans and hydrology maps and _____ _ 10. Details of inlets and outlets must be shown ~- .......- ~- ..............- ':/- .............-- 12. a. Contours should be shown whenever storm drain leaves R/W. 11 . Easement dedication a. Easement for underground pipes a1. Min. width = 15' a2. Width = 2 x max. lon-site) cover over pipe. Note: When ground cover over pipe exceeds 10', a special study will be required to deterimine the easement width. b. Easements for swales and ditches - 10' c. Storm drain shall be located five feet clear from any structures (minimum) and its easement shall be entirely located within one lot. Index map showing S.D. alignment, C.B.'s, Q's and Tc's (10 and 100 year) F. OFF-SITE ~ ~ 1. For any work or confluence of flow onto Caltrans right-of-way: a. A Caltrans permit is required to do work within tbeir R/W b. Drainage acceptance letter is required County Flood Control District encroachment permit is required for all work within the county right-of-way 3. When confluencing or "backing-up" of flow onto adjacent property: 2. a. Drainage acceptance letter is required. b. Grading acceptance letter is required. We suggest that this plan check form be used with the el~12t: County Flood Control District Manual as a guide. This will enable us to provide a more consistent, faster processing and thorough check of plans. , I , ,t'; /l / . ./ // i?/ I COMMENTS: B ,- J c} ()'f-rYL -of!;riF IG-O ~ Wol.-C4:J /l0pD @ ~ /&:" DO /~ W't2o/06'- /'11\-(=' 'AP f6-f'rr2-<o:, 'Lb 'Sf-tU-<j ~=ct Ci) d's, SAe J'VlIT wi N13?T L. DfU6/0JITL ~.L, "6((...1Je.O $' 5Cf'rt--C30 ~~7:; '?fN CHECKERS ~S ~U--~ -S}nRI '."., . lOO"-YEAR HYDROLOGY ~~ ,', ':.~ . ~ \ ~ : ~ i ::d I ?a I o , o ' >< .... I I I I I I I I I I I I I I I I, I I .1 100 YEAR HYDRO~LOGY , (RATIONAL METHOD) ~~-'~:>:'::+~~:-,~,:,:.;;~';;i~~~-~-~ -- --:..,~,;.~--~-,- --'-~ --,-,- . .. -...----',.-" -,- ~'~~:i;ii~~~iii?:~::;;~~;~.i'E~:~~~T~--~';;~::~;:;;,_~;::X:^i~,i..'i;;_~~4:iTif;::,~-=::,;,.'::i~~~~~?:'; I , ..************.....**********************.*.*********************.********** I RATIONAL METHOO HYOROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (e) Copyright 1982-90 Advanced Engineering Software (aes) Ver. 5.8A Release Date: 8/28/90 Serial # 8101 I I Analysis prepared by: Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, California 92718 (714) 4n-3505 I ******************..****** DESCRIPTION OF STUDY ************************** * TRACT 24188 STORM DRAIN * * 100 YEAR HYDROLOGY * * FILE NAME: TR88100.DAT APRIL 1991 * I ****..*****...***..********************************.....****************** FILE NAME: TR88100.0AT TIME/DATE OF STUDY: 14:22 II ---------------------------------------------------------------------------- 4/ 3/1991 USER SPECIFIED HYDROLOGY AND HYDRAULIC MOOEL INFORMATION: II ---------------------------------------------------------------------------- I USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = .880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.600 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.400 SLOPE OF 10-YEAR INTENSITY-OURATION CURVE = .5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = .5271139 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 I-HOUR INTENSITY(INCH/HOUR) = 1.4000 SLOPE OF INTENSITY DURATION CURVE = .5271 RCFC&WCD HYDROLOGY MANUAL "coo-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR D~NSTREAM ANALYSES I I I I I I ********.*******************************************.********************.*. FL~ PROCESS FROM NOOE 1.00 TO NOOE 1.00 IS COOE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NOOE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.80 RAIN INTENSITY(INCH/HOUR) = 3.46 TOTAL AREA(ACRES) = 69.60 TOTAL RUNOFF(CFS) = 135.50 I **********************************************************************.*.... FLOW PROCESS FROM NOOE 1.00 TO NOOE 2.00 IS COOE = 3 I I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 51.0 INCH PIPE IS 41.7 INCHES AD 1'!i'1 r UN€' i-fI 7 I I I PIPEFLOW VELOCITY(FEET/SEC.) = 10.9 UPSTREAM NOOE ELEVATIOH = 1240.00 D~STREAM NOOE ELEVATION = 1234.00 FLOWLENGTH(FEET) = 720.00 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = 51.00 PIPE FLOW THRU SUBAREA(CFS) = 135.50 TRAVEL TIME(MIN.) = 1.10 TC(MIN.) = 11.90 = .014 NUMBER OF PIPES = I I **************************..************************************************ FLOW PROCESS FROM NOOE 2.00 TO NOOE 2.00 IS COOE = ---...--.--..........-.---------...-----------.----------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.90 RAINFALL INTENSITY(INCH/HR) = 3.28 TOTAL STREAM AREA(ACRES) = 69.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 135.50 I II ...............................................................;............ FLOW PROCESS FROM NOOE 2.30 TO NOOE 2.20 IS COOE = --.---------------------------------------------------.--------------------- II ============================================================================ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< J I ASSUMED INITIAL SU8AREA UNIFORM OEVELOPMENT IS COMMERCIAL TC = K'[(LENGTH"3)/(ELEVATION CHANGE)]".2 INITIAL SUBAREA FLOW-LENGTH = 980.00 UPSTREAM ELEVATION = '1306.10, DOWNSTREAM ELEVATION = 1266.00 ELEVATION DIFFERENCE = 40.10 TC = .303'[( 980.00"3)/( 40.10)]".2 = 9.030 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.799 SOIL CLASSIFICATION IS lie" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8877 SUBAREA RUNOFF(CFS) = 5.40 TOTAL AREA(ACRES) = '1.60 TOTAL RUNOFF(CFS) = 5.40 I I .1 **************************************************************************** FLOW PROCESS FROM NOOE 2.20 TO NODE 2.10 IS CODE = 6 ..----....-------.-...------------------.-----..---.-----....-------.....--- >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< II ============================================================================ I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1251.30 1266.00 575.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. I I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DEClMAL) = .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = I "TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .42 7.BO IH /VZ' '" I I HALFSTREET FLOODWIDTH(FEET) = 12.97 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.21 PRODUCT OF DEPTH&VELDCITY = 1.75 STREETFLOW TRAVELTIME(MIN) = 2.28 TC(MIN) = 11.31 I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.374 SOIL CLASSIfICATION IS lIe" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8864 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFFCCFS) = SUMMED AREA(ACRES) = 3.20 TOTAL RUNOFF(CFS) = ENO OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .45 HALFSTREET FLOODWIDTH(FEET) = 14.66 FLOW VELOCITY(FEET/SEC.) = 4.39 DEPTH"VELOCITY = 1.97 I 4.79 10.18 I I **********************...****************************.********************** FLOW PROCESS FROM NODE 2.10 TO NODE 2.00 IS CODE = 3 ---------------------------------------------------------------------------- . >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< II >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ I ESTIMATED PIPE OIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 27.2 UPSTREAM NODE ELEVATION = 1246.00 DOWNSTREAM NODE ELEVATION = 1234.00 FLOWLENGTH(FEET) = 27.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 10.18 TRAVEL TIME(MIN.) = .02 TCCMIN.) = 11.32 I I I **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR tONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< , ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INOEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MlN.) = 11.32 RAINFALL INTENSITY(INCH/HR) = 3.37 TOTAL STREAM AREA(ACRES) = 3.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.18 I I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. "" PEAK FLOW RATE STREAM RUNOFF NUMBER (CFS) 1 139.12 2 145.42 TABLE .. TIME (MIN.) 11.32 11.90 INTENSITY (INCH/HOUR) 3.3n 3.285 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 145.42 Te(MIN.) = TOTAL AREA(ACRES) = 72.80 11.90 I I ....................................................................*....... ~.B. A~7/ '1 I FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 3 I .-----..-----------------------------..-----..-------------------------..--- >>>>>COMPUTE PIPEFlOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I ============================================================================ DEPTH OF FLOW IN 51.0 INCH PIPE IS 40.8 PIPEFLOW VELOCITYCFEET/SEC.) = 11.9 UPSTREAM NODE ELEVATION = 1234.00 DOWNSTREAM NODE ELEVATION = 1233.50 FLOWLENGTHCFEET) = 50.00 MANNING'S N ESTIMATED PIPE DIAMETERCINCH) = 51.00 PIPEFLOW TNRU SUBAREACCFS) = 145.42 TRAVEL TIMECMIN.) = .07 TCCMIN.) = INCHES I = .014 NUMBER OF PIPES = I II ............................................................................ 11.97 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = -----------------------------------------.---------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONflUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 11.97 RAINFALL INTENSITYCINCH/HR) = 3.27 TOTAL STREAM AREACACRES) = 72.80 PEAK FLOW RATECCFS) AT CONFLUENCE = 145.42 I I I **************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.10 IS CODE = 2 .-------..------.------.------...-----..------.-----..-----.---------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K.[CLENGTH..3)/CELEVATION CHANGE)]...2 INITIAL SUBAREA FLOW, LENGTH = 950.00 UPSTREAM ELEVATION = 1279.40 DOWNSTREAM ELEVATION = 1250.50 ELEVATION DIFFERENCE = 28.90 TC = .359*[C 950.00..3)/C 28.90)]...2 = 100.00 YEAR RAINFALL INTENSITYCINCH/HOUR) = SOIL CLASSIFICATION IS "CII CONOOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8527 SUBAREA RUNOFFCCFS) = 16.18 TOTAL AREACACRES) = 5.60 TOTAL RUNOFFCCFS) = 16.18 I 11.215 3.389 I I I **************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.00 IS CODE = 3 --...---.....---....---....--.....----...----...-----...-----...-----..----- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<>>>>USING COMPUTER-ESTIMATED PIPESI2E CNON-PRESSURE FLOW)<<<<< . ============================================================================ . ESTIMATED PIPE DIAMETERCINCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.2 INCHES PIPEFLOW VELOCITYCFEET/SEC.) = 20.5 UPSTREAM NODE ELEVATION = 1244.00 DOWNSTREAM NODE ELEVATION = 1234.00 FLOWLENGTHCFEET) = 70.00 MANNING'S N I I .013 11,3 ce. A,t> I In I I ESTIMATED PIPE DIAMETER(INCH) PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(MIN.) = .06 = 18.00 16.18 TC(MIN.) = NUMBER OF PIPES = 11.27 I **************************..************************************************ FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = ---.------------------------------------------------------------------------ I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.27 RAINFALL INTENSITY(INCH/HR) = 3.38 TOTAL STREAM AREA(ACRES) = 5.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.18 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I .* PEAK FLOW RATE TABLE .. STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (I NCH/HOUR) 1 153.12 11.27 3.380 2 161.10 11.97 3.275 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 161.10 Tc(MIN.) = 11.97 TOTAL AREA(ACRES) = 78.40 I I **********************.***************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 3 ---...-------------..------------.......------.....-------.._----------_..-. I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ I DEPTH OF FLOW IN 54.0 INCN PIPE IS 40.5'INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.6 UPSTREAM NODE ELEVATION = 1234.00 OOWNSTREAM NODE ELEVATION = 1226.70 FLOWLENGTH(FEET) = 700.00 MANNING'S N = .014 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 161.10 TRAVEL TIHE(MIN.) = .93 TC(MIN.) = 12.90 I I **************************************************************************** JIJ --~~~.~~~~~~~-~~~-~~~.._--~:~~-~~-~~~.._--~:~~-~~-~~~.:_._~------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 111 ==;~;:~=::::::=~;=;;::::;=:==;============================================== ,. CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.90 I RAINFALL INTENSITY(INCH/HR) = 3.15 TOTAL STREAM AREA(ACRES) = 78.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 161.10 I /1 I I ****.**.....******...******************************************************* FUN PROCESS FROM NODE 4.30 TO NODE 4.20 IS CODE = 2 -..----.....-------....----------....---------------------------------._---- >>>>>RATIONAl METHOD INITIAL SUBAREA ANALYSIS<<<<< I ============================================================================ ASSUMEO INITIAL SUBAREA UNIFORM OEVELOPMENT IS COMMERCIAL TC = K.[(LENGTH..3)/(ELEVATION CHANGE)]...2 INITIAL SUBAREA FLOW, LENGTH = 1000.00 UPSTREAM ELEVATION = 1260.85 DOWNSTREAM ELEVATION = 1245.20 ELEVATION OIFFERENCE = 15.65 TC = .303.[( 1000.00..3)/( 15.65)]...2 = 11.033 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.418 SOIL CLASSIFICATION IS "ell COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8866 SUBAREA RUNOFF(CFS) = 7.58 TOTAL AREA(ACRES) = 2.50 TOTAL RUNOFF(CFS) = 7.58 I I I I **************************************************************************** II .----.....----............------.......--..-......----..--.....~---.-....... FLOW PRDCESS FROM NODE 4.20 TO NODE 4.10 IS CODE = >>>>>COMPUTE STREETFlOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- II ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = 1245.20 STREET LENGTH(FEET) = 320.00 STREET HALFWIDTH(FEET) = 22.00 1238.75 OOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. I DISTANCE FROM CROWN TD CROSSFALL GRADEBREAK = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) .080 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = I ..TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 8.86 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .44 HALFSTREET FLOOOWIDTH(FEET) = 14.19 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.06 PRODUCT OF DEPTH&VELOCITY = 1.79 STREETFLOW TRAVELTIME(MIN) = 1.31 TC(MIN) = 12.35 I I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.221 SOil CLASSIFICATION IS liCit COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8859 SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) = SUMMEO AREA(ACRES) = 3.40 TOTAL RUNOFF(CFS) = ENO OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .47 HALFSTREET FLOODWIOTH(FEET) = 15.44 FLOW VELOCITY(FEET/SEC.) = 3.97 DEPTH.VELOCITY = 1.85 I 2.57 10.14 I II ............................................................................ I --~~~-~~~~~~~.~~~.~~~-.-..~:~~.~~.~~~----.~:~~.~~-~~~.~-.-~.-.......... , >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USJNG COMPUTER~ESTIMATED PIPESIZE (NON.PRESSURE FLOW)<<<<< II ============================================================================ ;f-(p fl. 7 CoS. A-5' " I I ESTIMATED PIPE DIAMETERCINCH)'INCREASED TD 18.000 DEPTH DF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES PIPEFLOW VELOCITYCFEET/SEC.) = 25.3 UPSTREAM NODE ELEVATION = 1234.00 DOWNSTREAM NODE ELEVATION = 1226.70 FLOWLENGTN(FEET) = 20.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER DF PIPES = PIPEFLOW THRU SUBAREACCFS) = 10.14 TRAVEL TIMECMIN.) = .01 TCCMIN.) = 12.36 I I I *************....****......******.****.************...****************..**** FLOW PROCESS FROM NODE 4.00 TD NODE 4.00 IS CODE = ---...-----..-----..---..--------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CDNFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.36 RAINFALL INTENSITY(INCH/HR) = 3.22 TOTAL STREAM AREA(ACRES) = 3.40 PEAK FLOW RATECCFS) AT CONFLUENCE = 10.14 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 164.56 171.02 TABLE _. TIME (MIN.) 12.36 12.90 INTENSITY (INCH/HOUR) 3.22D 3.148 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) 171.02 Tc(MIN.) = 12.90 TOTAL AREA(ACRES) = 81.80 I ***.*******.***..****.....*********...********..******.******************... I FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 3 - ------------------------.------------------.------------------------------.. I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON' PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 54.0 INCH PIPE IS 43.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.4 UPSTREAM NODE ELEVATION = 1226.70 DOWNSTREAM NODE ELEVATION = 1226.50 FLOWLENGTH(FEET) = 20.00 MANNING'S N ESTIMATED PIPE DIAMETERCINCH) = 54.00 PIPEFLOW THRU SUBAREA(CFS) = . 171.02 TRAVEL TIME(MIN.) = .03 TC(MIN.) = 12.92 I .014 NUMBER OF PIPES = I ~ *********************************************************....*****..***..... I ..~~~-~~~~~~~.~~~-~~~..._-~:~~-~~-~~~---_.~:~~-~~-~~~-:_--~---------_.. - >>>>>OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 ,. I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.92 RAINFALL INTENSITY(INCH/HR) = 3.15 TOTAL STREAM AREA(ACRES) = 81.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 171.02 I I *****.*******************************.........**..*...********************** FLOW PROCESS FROM NODE 5.30 TO NODE 5.20 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K.[(LENGTH..3)/(ELEVATION CHANGE)]...2 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1278.40 DOWNSTREAM ELEVATION = 1250.20 ELEVATION DIFFERENCE = 28.20 TC = .359.[( 700.00..3)/( 28.20)]...2 = 9.383 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.723 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8563 SUBAREA RUNOFF(CFS) = 7.65 TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 7.65 I I I II ............................................................................ FLOW PROCESS FROM NODE 5.20 TO NODE 5.10 IS CODE = 6 III -----.....-------------.-......-..-------.---.-...--.---------.....--------- >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ II UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1250.20 650.00 = 22.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1238.40 III DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 20.00 INTERIOR STREET CROSSFALL(DEClMAL) = .020 OUTSIDE STREET CROSSFALL(DEClMAL) = .080 II SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I ..TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 8.52 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .44 HALFSTREET FLOOOWIDTH(FEET) = 14.19 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.90 PRODUCT OF DEPTH&VELOCITY = 1.72 STREETFLOW TRAVELTIME(MIN) = 2.78 TC(MIN) = 12.16 I I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.247 SOIL CLASSIFICATION IS "C. COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8860 SUBAREA AREA(ACRES) = .60 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 3.00 TOTAL RUNOFF(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .45 HALFSTREET FLOOOWIDTH(FEET) = 14.81 FLOW VELOCITY(FEET/SEC.) = 3.97 DEPTH.VELOCITY = 1.79 I 1.73 9.38 II II fH f/~5 / J C.i3. /1-4 /4 I *********.****..************************************************************ FLOW PROCESS FROM NOOE 5.10 TO NOOE 5.00 IS COOE . >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESJZE (NON-PRESSURE FLOW)<<<<< II .===...=======.=..........=.......====.================...===..============= ESTIMATED PIPE DIAMETER(INCH) INCREASEO TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 25.0 UPSIREAM NOOE ELEVATION. 1234.00 DOWNSTREAM NOOE ELEVATION = 1226.50 FLOWLENGTH(FEET) = 20.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 9.38 TRAVEL TIME(MIN.) = .01 TC(MIN.) = 12.17 II I I . *************************************************************************.*. II FLOW PROCESS FROM NOOE 5.00 TO NOOE 5.00 IS COOE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>ANO COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I ..======...==..==================......===========....=====.==.============= TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.17 RAINFALL INTENSITY(INCH/HR) = 3.25 TOTAL STREAM AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.38 II I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I -*.PEAK FLOW RATE TABLE .. STREAM RUNOFF TIME INTENSITY I NUMBER (CFS) (MIN.) (INCH/HOUR) 1 170.50 12.17 3.245 2 180.10 12.92 3.145 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) . 180.10 Te(MIN.) = 12.92 TOTAL AREA(ACRES) = 84.80 II ............................................................................ II .-:::::~~~~;~.;;~;~~~;~~~~~;;~~~~~~~~~;~~~~:::::~-~~~.:---~------------ >>>>>USING COMPUTER. eSTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< II ..;:;;:=~;=;:::.;:.=;;~~=;:~:=;;;;=;;.=::~;=;:~::;======...================= PIPEFLOW VELOCITY(FEET/SEC.) = 12.2 I UPSTREAM NOOE ELEVATION = 1226.70 DOWNSTREAM NOOE ELEVATION = 1221.00 . . FLO~LENGTH(FEET>' 630.00 MANNING'S N = .014 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES I PIPEFLOW THRU SUBAREA(CFS) = 180.10 TRAVEL TIME(MIN.) = .86 TC(MIN.) = 13.78 I I~ I ******..*******.........***.**********.................**................... I FLOW PROCESS FROM NooE 6.00 TO NooE 6.00 IS CooE . ------------------.--------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I ============================================================================ I TOTAL NUMBER OF STREAMS. 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.). 13.78 RAINFALL INTENSITY(INCH/HR). 3.04 TOTAL STREAM AREA(ACRES). 84.80 PEAK FLOW RATE(CFS) AT CONFLUENCE. 180.10 I ......**.****************.********......**.********************************* FLOW PROCESS FROM NooE 6.30 TO NooE 6.20 IS CooE' 2 II ---------------------------------------------------------------------------- >>>>>RATIONAL METHoo INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(I/2 ACRE) TC . K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH' 500.00 UPSTREAM ELEVATION. 1250.00 OOWNSTREAM ELEVATION. 1241.20 ELEVATION DIFFEREHCE . 8.80 TC. .422*[( 500.00**3)/( 8.80)]**.2. 11.374 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR)' 3.364 SOIL CLASSIFICATION IS "ell SIHGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT. .8184 SUBAREA RUNOFF(CFS) . 10.19 TOTAL AREA(ACRES) . 3.70 TOTAL RUNOFF(CFSl . 10.19 w-e I I I I **************************************************************************** FLOW PROCESS FROM NooE 6.20 TO NooE 6.10 IS CooE. 51 I ----------..--..--..--..------...------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FlOW<<<<< >>>>>TRAVElTIME THRU SUBAREA<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM NooE ELEVATION' 1241.20 DOWNSTREAM NooE ELEVATION. 1232.00 CHANNEL LENGTH THRU SUBAREA(FEET)' 450.00 CHANNEL SLOPE = .0204 CHANNEL BASE(FEET)' 10.00 "2" FACTOR. 3.000 MANNING'S FACTOR. .030 MAXIMUM DEPTH(FEET)' 1.00 CHANNEL FLOW THRU SUBAREA(CFS) . 10.19 FLOW VELOCITY(FEET/SEC). 3.03 FLOW OEPTH(FEET)' .31 TRAVEL TIME(MIN.). 2.48 TC(MIN.). 13.85 I I **..*******************..**..*******..****************************...******* FLOW PROCESS FROM NooE 6.20 TO NooE 6.10 IS CooE. 8 I ...-----------------------------.-----------------------------------------.- >>>>>AOOITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ======================~~~~~~~~~~~~~~~~~~~~~~~~~~~~~==========~==~~~===~~==== I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR). 3.032 SOIL CLASSIFICATION IS ..t'l SINGLE-FAMILY(I/2 ACRE LOT) RUNOFF COEFFICIENT. .8109 SUBAREA AREA(ACRES). 6.80 SUBAREA RUNOFF(CFS) . TOTAL AREA(ACRES)' 10.50 TOTAL RUNOFF(CFSl . fI-1 I 16.72 26.90 " I S8'n = (NIN)31 I ............................................................................ 300N NO~; SS3:lO~d "(ll; 300N 01 0~'9 r = 3003 SI 00'9 I ---------------------------------------------------------------------------- >>>>>("O,~ 3HnSS3Hd-NON) 3ZIS3dld a31VHllS3-~31ndH03 9NI5n<<<<< >>>>>Y3HYSns n~Hl 3W1113^YHl ~'~3dId 31ndW03<<<<< I ============================================================================ I 96'rl = ('NIN)31 ~~. = ('NIN)3NI1 13^V~1 06'92 = (S;3)V3~V8nS n~H1 1lO1;3dld = S3dld ;0 ~38NnN 00'12 = (H3Nl)~313NYI0 3dld 031VNI1S3 r~o' = N S.ONINNVN OO'OO~ = (133;)H10N311lO1; 00'1221 = N011V^313 300N NV3~lSNIlO0 00'9221 = N011V^313 300N NY3~lSdn S'S~ = ('33S/133;)AlI3013^ 1lO1;3dld S3H3NI 2'~1 SI 3dld H3NI 0'12 NI 1lO1; ;0 H1d30 I ~ = 3003 SI 00'9 300N 01 00'9 300N NO~; SS330~d 1lO1; I ............................................................................ ---------------------------------------------------------------------------- I >>>>>S3n1Y^ WV3H1S a3JN3nl~NOJ snoIHYA 31ndHOJ ONY<<<<< >>>>>3JN3nl~NO~ ~o~ WV3~lS lN3CN3d3CNI 31VN9IS3C<<<<< ============================================================================ I 06'92 = 33N3nl;N03 1V (S;3)31V~ 1lO1; ~V3d OS'O~ = (S3~3V)V3~V NV3~lS lV101 20'r = (HH/H3NI)A1ISN31NI l1V~NIW~ 96'rl = ('NIN)NOI1V~lN33N03 ;0 3NI1 :3~W 2 NW3~lS lN30N3d30NI HO; 03sn S3nlW^ 3~N3nl;NO~ 2 = SNV3~lS ;0 ~3aNnN lW101 I I 'SNV3~lS 2 ~~ 03sn VlnN~O; 33N3nl;N03 OllV~ N011W~lN33N03 ;0 3Nl1 ONV A1ISN31NI l1V;NIVH or'S6' = (S3~3V)V3HV lV101 I 8L'rL = ('NIN)'l L9'902 = (S;3)31V~ 1lO1; ~V3d :SllOll0; SV 3~V S31VNllS3 33N3nl;N03 031ndN03 020'r 96'n 08'S02 2 I o~o'r 8L'n L9'902 ~ (~noH/H3NI) ('NIN) (S;3) ~38NnN I AlISN31NI 3Nll HONn~ NV3~lS .. 31SYl 31V~ ~1~ )Y3d .. r = 3003 SI OO'L 300N 01 00'9 300N NO~; SS330~d 1lO1; I ............................................................................ -----....-------.....-----....-------....--------...-.-----...._---......_-- I >>>>>("01~ 3HnSS3Hd-NON) 3ZIS3dld 031VWllS3-H3LndHO~ ~Nlsn<<<<< >>>>>V3HYSnS nHHL 3WI113AVHL MOl~3dld 3LndWO~<<<<< ============================================================================ I = ('NIN)31 [t. = ('NIN)3NI1 13^V~1 L9'902 = (S;3)V3~V8ns nHH1 1lO1~3dld 00'09 = (H3NI)~313NVIO 3dld 031VNl1S3 N S.ONINNVN 00'001 = (133;)H1~N311lO1; 00'022~ = N011V^313 300N NV3H1SNIlO0 00'1221 = NOI1V^313 300N NV3~lSdn 2'r~ = ('33S/133;)AlI3013^ ftOl;3dld S'~~ SI 3dld H3N! 0'09 NI 1lO1; ;0 H1d30 l6'n S3H3NI I = S3dld ;0 ~38NnN ~IO' = I L-Z 3~lId 3:237 ;3?/YEf/'7.:1f11cn 2}O,d <['fort LI I I I .**********....***........**.........****..........**.*.*.***.*.************ FLOlI PROCESS FROM NODE 8.40 TO NODE 8.30 IS CODE = 2 ----------....-------------------------------------------------------------. I >>>>>RATJONAL METHOD INITIAL SUBAREA ANALYSJS<<<<< ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K"[(LENGTH""3)/(ELEVATION CHANGE)]"".2 INITIAL SUBAREA FLOlI-LENGTH = 800.00 UPSTREAM ELEVATION = 1277.90 DOlINSTREAM ELEVATION = 1262.30 ELEVATION DIFFERENCE = 15.60 TC = .359"[( 800.00""3)/( 15.60)]"".2 = 11.444 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.353 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8523 SUBAREA RUNOFF(CFS) = 12.29 TOTAL AREA(ACRES) = 4.30 TDTAL RUNOFF(CFS) = 12.29 H-IO I I I FLOII PROCESS FROM NODE 8.30 TO NODE 8.20 IS CODE = ---------------------------------------------------------------------------. II ============================================================================ >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< II UPSTREAM ELEVATION = 1262.50 STREET LENGTH(FEET) = 670.00 STREET HALFWIDTH(FEET) = 20.00 OOllNSTREAM ELEVATION = 1254.50 CURB HEIGTH(INCHES) = 6. f/-II I DISTANCE FROM CROlIN TO CROSS FALL GRAOEBREAK = 18.00 INTERIOR STRE~T CROSSFALL(DECIMAL) .017 OUTSIDE STREET CROSSFALL(OECIMAL) = .080 II SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I ""TRAVELTIME COMPUTED USING MEAN FLOII(CFS) = 22.53 STREETFLOII MODEL RESULTS: STREET FLOWDEPTH(FEE1) = .49 HALF STREET FLOOOWIDTH(FEET) = 19.44 AVERAGE FLOII VELOCITY(FEET/SEC.) = 3.32 PRODUCT OF OEPTH&VELOCITY = 1.64 STREETFLOlI TRAVELTIME(MIN) = 3.36 TC(MIN) = 14.80 I I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.928 SOIL CLASSIFICATION IS "C. CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8465 SUBAREA AREA(ACRES) = 8.20 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 12.50 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOII HYDRAULICS: DEPTH(FEET) = .53 HALFSTREET FLOOOWIDTH(FEET) = 20.00 FLOlI VELOCITY(FEET/SEC.) = 3.92 OEPTH"VELOCITY = 2.08 20.32 32.61 I I ...********..***..**.**********..**************............................. II ..~~~.~~~~~~~_~~~_~~~_____~:~~.~~.~~~_____~:~~_~~_~~~_:___~....________ >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< II ============================================================================ tl-/~ It. I UPSTREAM ELEVATION = STREET LENGTHCFEET) = STREET HALF~IDTHCFEET) 1251.30 1254.50 300.00 = 20.00 I DOWNSTREAM ELEVATION = CURB HEIGTHCINCHES) = 6. II DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = lB.OO INTERIOR STREET CROSSFALLCDECIMAL) = .017 OUTSIDE STREET CROSSFALLCDECIMAL) = .OBO I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I ..TRAVELTIME COMPUTED USING MEAN FLOWCCFS) = 33.91 -*.STREET FLOWING FULL*.- STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKYAY, ETC., IS NEGLECTED. STREET FLOWDEPTHCFEET) = .55 HALFSTREET FLOOD~IDTHCFEET) = 20.00 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.72 PRODUCT OF DEPTH&VELOCITY = 2.05 STREETFLOW TRAVELTIMECMIN) = 1.34 TCCMIN) = 16.15 I I I 100.00 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.797 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8444 SUBAREA AREACACRES) = 1.10 SUBAREA RUNOFFCCFS) = SUMMED AREACACRES) = 13.60 TOTAL RUNDFFCCFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTHCFEET) = .55 HALFSTREET FLOOD~IDTHCFEET) = 20.00 FLOW VELOCITYCFEET/SEC.) = 3.B7 DEPTH.VELOCITY = 2.13 II 2.60 35.21 II II ............................................................................ FLOW PROCESS FROM NODE B.50 TO NODE 8.50 IS CODE = 7 ---..-------.....--------.---------------------.---------------------------- I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ II USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 16.15 RAIN INTENSITYCINCH/HOUR) = 2.80 TOTAL AREACACRES) = 6.BO TOTAL RUNOFFCCFS) = 17.60 II ............................................................................ FLOW PROCESS FROM NODE 8.50 TO NODE B.50 IS CODE = 1 ----------------------.--------------...---------------------...----------.. I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFlUENCE<<<<< ============================================================================ I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 16.15 RAINFALL INTENSITYCINCH/HR) = 2.80 TOTAL STREAM AREACACRES) = 6.BO PEAK FLOW RATECCFS) AT CONFLUENCE = 17.60 I I **************************************************************************** FLOW PROCESS FROM NODE B.60 TO NODE 8.50 IS CODE = 2 --...........----........-------......-------....-------------..--.-------.. \1 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 1.-' c.B. '8-5/ 1-1-13 /9 I ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(1/2 ACRE) TC = K.[(LENGTH..3)/(ELEVATIDH CHANGE)]...2 INITIAL SUBAREA FLOW-LENGTH' 400.00 UPSTREAM ELEVATION = 1261.00 DOWNSTREAM ELEVATION = 1251.30 ELEVATION DIFFERENCE' 9.70 TC' .422.[( 400.00..3)/( 9.70)]...2 9.757 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR)' 3.647 SOIL CLASSIFICATION IS lIe" SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .8238 SUBAREA RUNOFF(CFS) = 4.21 TOTAL AREA(ACRES) . 1.40 TOTAL RUNOFF(CFS) . 4.21 Co. '8-s1 ro'1l!'l. '" /7.b+f:2-:-21.f3C-F;s I I I II ............................................................................ FLOW PROCESS FROM NODE 8.50 TO NODE 8.50 IS CODE = -----.......---------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ========..============.====.================================================ I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.76 RAINFALL INTENSITY(INCH/HR) = 3.65 TOTAL STREAM AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) AT CONFLUENCE' 4.21 II FLOW PROCESS FROM NODE 8.70 TO 'NODE 8.51 IS CODE = -------------------------------------------------...-----------------------. II =======....========.....=======.=....==========...=========..=============== >>>>>RATJONAL METHOD INITIAL SUBAREA ANAlYSIS<<<<< I ASSUMED INITIAL SUBAREA UNIFORM ,DEVELOPMENT IS CONDOMINIUM TC = K.[(LENGTH..3)/(ELEVATION CHANGE)]'..2 INITIAL SUBAREA FLOW-LENGTH = 800.00 UPSTREAM ELEVATION. 1263.00 OOWNSTREAM ELEVATION = 1251.30 ELEVATION DIFFERENCE' 11.70 TC' .359*[( 800.00'.3)/( 11.70)]".2 = 12.121 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR)' 3.253 SOIL CLASSIFICATION IS "Cn CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8510 SUBAREA RUNOFF(CFS) = 12.46 TOTAL AREA(ACRES) = 4.50 TOTAL RUNOFF(CFS) = fH4- I I I 12.46 e.,B. B--t} II ************..**....************.*****************************..************ FLOW PROCESS FROM NODE 8.51 TO NODE 8.50 IS CODE = 1 --...----------...--------------..------------.--------...._-------------._- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- II TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) 12.12 RAINFALL INTENSITY(INCH/HR) = 3.25 TOTAL STREAM AREA(ACRES) = 4.50 I 71':. I PEAK FL~ RATElCFS) AT CONFLUENCE = 12.46 I RAINFALL INTENSITY ANO TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USEO FOR 3 STREAMS. I I .. PEAK STREAM NUMBER 1 2 3 FL~ RATE TABLE .. RUNOF F 11 ME lCFS) CMIN.) 24.87 9.76 29.42 12.12 31.53 16.15 I NTENS ITY (INCH/HOUR) 3.647 3.253 2.796 I COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOUS: PEAK FL~ RATElCFS) = 31.53 TelMIN.) = 16.15 TOTAL AREAlACRES) = 12.70 FlA-J IN /.JIVe- 13/ AF7F1C- CD"Fl-lIeNC~ LAT' B~ I ***********.***********************.*.************************************** FLOII PROCESS FROM NooE 8.50 TO NooE 8.00 IS CooE = >>>>>COMPUTE PIPEFlOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER.eSTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< II ============================================================================ OEPTH OF FL~ IN 24.0 INCH PIPE IS 16.3 INCHES PIPEFLOII VELOCITYCFEET/SEC.) = 13.9 UPSTREAM NooE ELEVATION = 1246.50 DOUNSTREAM NooE ELEVATION = 1243.00 FL~LENGTHCFEET) = 90.00 MANNING'S N = .014 ESTIMATED PIPE DIAMETERlINCH) = 24.00 PIPEFL~ THRU SUBAREAlCFS) 31.53 TRAVEL TIMElMIN.) = .11 TClMIN.) = 16.26 NUMBER OF PIPES = I II II ****..*****************************...********.....*****...*********.******* FLOII PROCESS FROM NooE 8.00 TO NooE 8.00 IS CODE = 1 ------.....-------.--.-------------------------------.---------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONlMIN.) = 16.26 RAINFALL INTENSITYIINCH/HR) = 2.79 TOTAL STREAM AREACACRES) = 12.70 PEAK FL~ RATElCFS) AT CONFLUENCE = 31,53 I I ****.****..*****.*********.................................................. FLOW PROCESS FROM NooE 8.80 TO NODE 8.80 IS CODE = 7 ..------....-------......-------....--------..-.--------..---------...------ I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NOOE<<<<< ============================================================================ USER.SPECIFIED VALUES ARE AS FOLLOWS: I TClMIN) = 16.15 RAIN INTENSITYIINCH/HOUR) = 2.80 TOTAL AREAlACRES) = 6.80 TOTAL RUNOFFlCFS) = 16.00 c..B. 13 -3 / I ***....................******.......***..*.....*****...*...******..********* FLOW PROCESS FROM NODE 8.80 TO NODE 8.00 IS COOE = 3 ...........-......-.-------....-------......------...---------------........ I >>>>>COHPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< 7/ I I I >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FL~)<<<<< ============================================================================ DEPTH OF FL~ IN 18.0 INCH PIPE IS 10.3 PIPEFL~ VELOCITY(FEET/SEC.) = 15.2 UPSTREAM NODE ELEVATION = 1246.00 D~NSTREAM NODE ELEVATION' 1243.00 FL~LENGTH(FEET) = 46.00 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = 18.00 PIPEFL~ THRU SUBAREA(CFS) = 16.00 TRAVEL TIME(MIN.) = .05 TC(MIN.) INCHES I = .013 NUMBER OF PIPES = I ,16.20 II ............................................................................ FLOI/ PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = .----.-----------------------.--------------.----------..-------------.---.- I >>>>>DESIGNATE INOEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.20 RAINFALL INTENSITY(INCH/HRl = 2.79 TOTAL STREAM AREA(ACRES) = 6.80 PEAK FL~ RATE(CFSl AT CONFLUENCE = 16.00 I II RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK STREAM NUMBER 1 2 INTENSITY ( IHCH/HOUR) 2.792 2.786 FL~ RATE TABLE .. RUNOFF TIME (CFS) CMIN.) 47.42 16.20 47.50 16.26 I I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOI/S: PEAK FLOI/ RATECCFS) = 47.50 Tc(MIN.l = 16.26 TOTAL AREA(ACRES) = 19.50 I ***************************....********************************************* FL~ PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 3 -.-.-------------------------....------------------------------------------- I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER. ESTIMATED PIPESIZE (NON-PRESSURE FLOU)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FL~ IN 30.0 INCH PIPE IS 20.5 INCHES PIPEFL~ VELOCITY(FEET/SEC.) = 13.3 UPSTREAM NOOE ELEVATION = 1243.00 D~NSTREAM NOOE ELEVATION = 1223.50 FL~LENGTH(FEETl = 740.00 MANNING'S N = .014 ESTIMATEO PIPE OIAMETER(INCH) = 30.00 NUMBER OF PIPES = PIPEFL~ THRU SUBAREA(CFS) = 47.50 TRAVEL TIME(MIN.) = .93 TC(MIN.) = 17.18 I I .................................................*............*......******* II FL~ PROCESS FROM NOOE 9.30 TO NOOE 9.20 IS CODE = 2 .-.------......-----....----.....------..--------...---------._------.._---- >>>>>RATIONAL METHOO INITIAL SUBAREA ANALYSIS<<<<< !lO[,D Ft:J,e CON~Z{/GVCC S~ P,4C€ Z~ II ============================================================================ fi-/~ 7_~ I I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K.[ILENGTH..3)/IELEVATION CHANGEl]...2 INITIAL SUBAREA FLOW-LENGTH = 650.00 UPSTREAM ELEVATION = 1266.50 D~STREAM ELEVATION = 1251.40 ELEVATION DIFFERENCE = 15.10 TC = .359.[1 650.00..3l/1 15.10)]...2 = 10.169 100.00 YEAR RAINFALL INTENSITYIINCH/HOUR) = 3.568 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8547 SUBAREA RUNOFFlCFS) = 5.49 TOTAL AREAlACRES) = 1.80 TOTAL RUNOFFlCFS) = 5.49 I I I I ...............................................................:............ FLOW PROCESS FROM NODE 9.20 TO NODE 9.10 IS CODE = -------....-------------.-.------------------------------------.--.--------- >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< II ============================================================================ I UPSTREAM ELEVATION = 1251.40 STREET LENGTH(FEET) = 750.00 STREET HALFWIDTHlFEET) = 20.00 1231. 50 DOWNSTREAM ELEVATION = CURB HEIGTHlINCHESl = 6. II DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.00 INTERIOR STREET CROSSFALLlDECIMALl = .017 OUTSIOE STREET CROSSFALLlOECIMAL) = .080 I SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF = II ..TRAVELTIME COMPUTED USING MEAN Fl~(CFS) = 6.18 STREET FLOW MODEL RESULTS: STREET FLOWOEPTHlFEET) = .38 HALFSTREET FLOOOWIOTHlFEET) = 12.69 AVERAGE FLOW VELOCITYlFEET/SEC.) = 4.00 PRODUCT OF DEPTH&VELDCITY = 1.51 STREET FLOW TRAVELTIMElMIN) = 3.13 TClMIN) = 13.30 I I 100.00 YEAR RAINFALL INTENSITYIINCH/HOUR) = 3.098 SOil CLASSIFICATION IS lit.. COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8854 SUBAREA AREA(ACRES) = .50 SUBAREA RUNOFFlCFSl = SUMMED AREA(ACRES) = 2.30 TOTAL RUNOFFlCFSl = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHlFEET) = .40 HALFSTREET FLOOOWIDTHlFEET) = 13.81 FLOW VELOCITYlFEET/SEC.) = 3.82 DEPTH.VELOCITY = 1.51 I 1.37 6.86 II **************************************************************************** I --------------..-----------...-------------------------.------------------.. FLOW PROCESS FROM NODE 9.10 TO NODE 9.10 IS COIlE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUEHCE<<<<< I ============================================================================ II TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATIONlMIN.) = 13.30 RAINFALL INTENSITYIINCH/HR) = 3.10 TOTAL STREAM AREAlACRES) = 2.30 PEAK FLOW RATElCFS) AT CONFLUENCE = 1 ARE: 6.86 II H,I~ 7<<: I I ............................................................................ I FLOW PROCESS FROM NODE 9.40 TO NODE 9.10 IS CODE = 2 -----------....---------------------.-------------...----------------------- >>>>>RATIONAl METHOD INITIAL SUBAREA ANALYSIS<<<<< II =========:;;::::=;:;;;:~=;~:::::=~:;;~::==================================== DEVELOPMENT IS COMMERCIAL TC = K.[(LENGTH..3)/(ELEVATION CHANGE)]...2 INITIAL SUBAREA FLOW-LENGTH = 620.00 UPSTREAM ELEVATION = 1238.50 DOWNSTREAM ELEVATION = 1231.50 ELEVATION DIFFERENCE = 7.00 TC = .303.[( 620.00..3)/( 7.00)]...2 = 9.728 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.653 SOil CLASSIFICATION IS lien COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8873 SUBAREA RUNOFF(CFS) 1.94 TOTAL AREA(ACRES) = .60 TOTAL RUNOFF(CFS) = H-17 II I I II 1.94 .******........*****...****.......******.*********************************** I FLOW PROCESS FROM NODE 9.10 TO NODE 9.10 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< II >>>>>ANO COMPUTE VARIOUS CONFlUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CDNCENTRATION(MIN.) = 9.73 RAINFALL INTENSITY(INCH/HR) = 3.65 TOTAL STREAM AREA(ACRES) = .60 PEAK FLOW RATE(CFS) AT CONFLUENCE = I I 1.94 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CDNFLUENCE FORMULA USED FOR 2 STREAMS. I U PEAK STREAM NUMBER 1 2 FLOW RATE TABLE .. RUNOFF TIME (CFS) (MIN.) 6.96 9.73 8.51 13.30 INTENSITY (INCH/HOUR) 3.653 3.098 I COMPUTED CONFLUENCE ESTIMATES ARE AS FDLLOWS: PEAK FLOW RATE(CFS) = 8.51 Te(MIN.) = TOTAL AREA(ACRES) = 2.90 13.30 c.J3. 'e~ 2 / I **********.***************************************************************** II II--~:~-~~~~~~~-~~~-~~~._---~:~~-~~.~~~-----~:~~-~~-~~~-~_..~._-------_.. >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLO~)<<<<< ============================================================================ ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.3 UPSTREAM NODE ELEVATION = 1226.90 DOWNSTREAM NODE ELEVATION = 1223.50 FLOWLENGTH(FEET) = 40.00 MANNING'S N = .013 II ?L1 I ESTIMATED PIPE DIAMETER(INCH) PIPEFLOW THRU SUBAREACCFS) = TRAVEL TIMECMIN.) = .05 13.34 = lB.OO 8.51 TCCMIN.) = NUMBER OF PIPES = I II ********************...******************.*.....**************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = -----...----...-------...--------.------------....----------...--------...-- I >>>>>OESIGNATE INDEPENDENT STREAM FOR CONfLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 13.34 RAINFALL INTENSITYCINCH/HR) = 3.09 TOTAL STREAM AREACACRES) = 2.90 PEAK FLOW RATECCFS) AT CONFLUENCE = 8.51 I I *******.***********.*****....*..***********..*****....********************** FLOII PROCESS FROM NODE 9.60 TO NODE 9.60 IS CODE = 7 -...--------.-.-------.-......-.-.--------------------------------------._-- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- , I USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 16.15 RAIN INTENSITYCINCH/HOUR) = 2.80 TOTAL AREACACRES) = .00 TOTAL RUNOFFCCFS) = 1.60 ........*.........**...................*..............................*.*... I --~~~-~~~~:~~-~~~-~~:_____~:~~_~~_~~:_____~:~~_~~_~~:_:___~____________ >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< II ============================================================================ I UPSTREAM ELEVATION = 1252.00 STREET LENGTHCFEET) = 700.00 STREET,HALFWIDTHCFEET) = 20.00 1233.10 DOWNSTREAM ELEVATION = CURB HEIGTHCINCHES) = 6. I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = INTERIOR STREET CROSSFALLCDECIMAL) = .017 OUTSIDE STREET CROSSFALLCOECIMAL) = .080 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF I ==>>ERROR: FLOW OEPTH EXCEEDS 5-FEET ABOVE STREET CROWN "TRAVELTIME COMPUTED USING MEAN FLOWCCFS) = 5.57 STREET FLOW MODEL RESULTS: STREET FLOWDEPTHCFEET) = .38 HALFSTREET FLOOOWIDTH(FEET) = 12.69 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.61 PRODUCT OF DEPTH&VELOCITY = 1.36 STREET FLOW TRAVELTIMECMIN) = 3.23 TCCMIN) = 19.38 I I I 100.00 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.540 SOIL CLASSIFICATION IS flC" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8399 SUBAREA AREACACRES) = 3.50 SUBAREA RUNOFFCCFS) = SUMMED AREACACRES) = 3.50 TOTAL RUNOFFCCFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTHCFEET) = .42 HALFSTREET FLOOOWIDTH(FEET) = 14.94 FLOW VELDCITYCFEET/SEC.) = 4.37 DEPTH'VELOCITY = 1.82 I 7.47, 9.07 I I 3/ C.8. /3- t+/S C.f3. B_/J P~N - BY ?~ I I *****...*********...**********.....*****************..*********.....******** FLOW PROCESS FROM NODE 9.50 TO NODE 9.00 IS COOE = 3 ---.....---------..-------------------------------.----------------._------- I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FlOY)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ESTIMATEO PIPE OIAMETER(INCH) INCREASEO TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.4 UPSTREAM NOOE ELEVATION = 1227.00 DOWNSTREAM NODE ELEVATION = 1223.50 FlOWlENGTH(FEET) = 35.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 9.07 TRAVEL TIME(MIN.) = .04 TC(MIN.) = 19.42 I I II ............................................................................ FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 ------------------------.-..--------------.......-------------._------------ I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUM8ER OF STREAMS = 3 I CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 19.42 RAINFALL INTENSITY(INCH/HR) = 2.54 TOTAL STREAM AREA(ACRES) = 3.50 II PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.07 I ............................................................................ FLOW PROCESS FROM NOOE 9.00 TO NOOE 9.00 IS CODE = 7 --....-----------.....--------........--------.....------------.._---------- I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NOOE<<<<< ============================================================================ USER.SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 17.18 RAIN INTENSITY(INCH/HOUR) = 2.71 TOTAL AREA(ACRES) = 19.50 TOTAL RUNOFF(CFS) = I 47.50 1**....**************************************...*********.******************* FLOW PROCESS FROM NODE 9.00 TO NOOE 9.00 IS CODE = 1 -----.....-------.......--------........-------......--------......_-------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONflUENCE<<<<>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VAlUES<<<<< ============================================================================ 1 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 17.18 RAINFAll INTENSITY(INCH/HR) = 2.71 TOTAL STREAM AREA(ACRES) = 19.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 47.50 I I RAINFAll INTENSITY ANO TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR '3 STREAMS. I ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY ~~ f7l';(;" Z.Z- '?L. I NUMBER CCFSl CMIN.) CINCH/HOUR) 1 51.63 13.34 3.092 I 2 62.97 17.18 2.707 3 60.5B 19.42 2.537 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFSl = 62.97 TcCMIN.) = 17.18 TOTAL AREACACRES) = 25.90 II ............................................................................ FLOW PROCESS FROM NODE 9.00 TO NODE 7.00 IS CODE = 3 I ---------------.----.------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FlOW)<<<<< II ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- II OEPTN OF FLOW IN 27.0 INCH PIPE IS 22.0 INCHES PIPEFLOW VELOCITYCFEET/SEC.) = 18.2 UPSTREAM NODE ELEVATION = 1223.50 DOWNSTREAM NODE ELEVATION = 1220.00 FLOWLENGTHCFEET) = 65.00 MANHIHG'S N = .014 ESTIMATED PIPE OIAMETERCINCH) = 27.00 HUMBER OF PIPES = PIPEFLOW THRU SUBAREACCFS) = 62.97 TRAVEL TIMECMIN.l = .06 TCCMIN.) = 17.24 I II ............................................................................ FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = -------------------------------------------------------------------..------. I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUEHCE VALUES USED FOR INOEPEHOENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 17.24 RAINFALL INTENSITYCINCH/HR) = 2.70 TOTAL STREAM AREACACRES) = 25.90 PEAK FLOW RATECCFS) AT CONFLUENCE = ,62.97 II II **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 7 ..............-.....................---...-..----.----.--.---.-------------- I >>>>>USER SPECIFIED HYDROLOGY INfORMATION AT NOOE<<<<< ============================================================================ . USER'SPECIFIEO VALUES ARE AS FOLLOWS: TCCMIN) = 13.91 RAIN INTENSITYCINCH/HOUR) = 3.03 TOTAL AREACACRES) = 95.30 TOTAL RUNOFFCCFS) = I 206.67 11- **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1 --...--------.------------.-----..-----.---.--.----------------.--...--..--- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<>>>>ANO COMPUTE VARIOUS CONFLUENCEO STREAM VALUES<<<<< ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIHE OF CONCENTRATIONCMIN.) = 13.91 RAINFALL INTENSITYCINCH/HR) = 3.03 TOTAL STREAM AREACACRES) = 95.30 I 5~~&e 17 z: I PEAK FLOW RATE(CFS) AT CONFLUENCE = 206.67 I RAINFALL INTENSITY ANO TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USEO FOR 2 STREAMS. I ** PEAK FLOW RATE TABLE .* STREAM RUNOFF TIME INTENSITY NUM8ER (CFS) (MIN.) (INCH/HOUR) I 1 257.48 13.91 3.025 2 247.53 17.24 2.702 I COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 257.48 Te(MIN.) = 13.91 TOTAL AREA(ACRES) = 121.20 II ............................................................................ FLOW PROCESS FROM NODE 7.00 TO NODE 10.00 IS CODE = 3 I --------------------------.-....-------------------------------------------- >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 63.0 INCH PIPE IS 46.8 PIPEFLOW VELDCITY(FEET/SEC.) = 14.9 UPSTREAM NODE ELEVATION = 1220.10 DOWNSTREAM NODE ELEVATION = 1216.70 FLOWLENGTH(FEET) = 285.00 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = 63.00 PIPEFLOW THRU SU8AREA(CFS) = 257.48 TRAVEL TIME(MIN.) = .32 TC(MIN.) = INCHES I = .014 NUM8ER OF PIPES = I 14.23 I ...*********..************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 1 ---...---------.---------------------.----------------------------------._-- I ==:::::~::~~::::=~:~::::~:::=::::::=:~:=~~::~~::~::::::===================== TOTAL NUM8ER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) ,= 14.23 RAINFALL INTENSITY(INCH/HR) = 2.99 TOTAL STREAM AREA(ACRES) = 121.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = I I 257.48 **************..**..*********.*..***********.**********************....***** II _.~~~-~~~::~~.~~~-~~:_---~~:~~_~~_~~:____~~:~~_~~_:~:_:___~____________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< II =========:;;~:;;=;:;;;:~=;~:::;:=~:;;~::==================================== DEVELOPMENT IS COMMERCIAL TC = K.[(LENGTH..3)/(ELEVATION CHANGE)]...2 INITIAL SU8AREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = 1252.50 DOWNSTREAM ELEVATION = 1227.80 ELEVATION DIFFERENCE = 24.70 TC = .303.[( 900.00..3)/( 24.70)]...2 = 9.453 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.708 SOIL CLASSIFICATION IS "COO I I I H~ / Cf 28 II I. COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8875 SUBAREA RUNOFF(CFS) = 7.24' TOTAL AREA(ACRES) = 2.20 TOTAL RUNOFF(CFS) = 7.24 C.B. II ...............................................................;............ FLOW PROCESS FROM NODE 10.10 TO NODE 10.00 IS CODE = ----....-----..-.----------------------------------------------------------- I >>>>>COMPUTE PIPEFlOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ I ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 18.9 UPSTREAM NODE ELEVATION = 1223.00 DOWNSTREAM NODE ELEVATION = 1216.70 FLOWLENGTH(FEET) = 26.00 MANNING'S N = .014 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE FLOW THRU SUBAREA(CFS) = 7.24 TRAVEL TIME(MIN.) = .02 TC(MIN.) = 9.48 I I II ............................................................................ FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = ---------------------------------------------------------------------------. I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VAlUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 9.48 RAINFALL INTENSITY(INCH/HR) = 3.70 TOTAL STREAM AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.24 II . RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** II STREAM RUHOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/NOUR) 1 In.~ 9.48 3.703 I 2 263.32 14.23 2.989 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: I PEAK FLOW RATE(CFS) = 263.32 Te(MIN.) = 14.23 TOTAL AREA(ACRES) = 123.40 II **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 3 II >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FL~)<<<<< ============================================================================ I DEPTN OF FLOW IN 66.0 INCH PIPE IS 48.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.1 UPSTREAM NODE ELEVATION = 1216.70 DOWNSTREAM NODE ELEVATION = 1216.60 FLOWLENGTH(FEET) = 10.00 MANNING'S N = .014 . , I A-Z 2' I I. ESTIMATED PIPE DIAMETER(INCH) = 66.00 PIPEFLOW THRU SUBAREA(CFS) = 263.32 TRAVEL TIME(MIN.) = .01 TCCMIN.) NUMBER OF PIPES = 14.24 II ............................................................................ FLOW PROCESS FROM NODE 11. DO TO NODE 11.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< II ============================================================================ II TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 14.24 RAINFALL INTENSITY(INCH/HR) = 2.99 TOTAL STREAM AREA(ACRES) = 123.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 263.32 STREAM 1 ARE: II ****...**************.........***********....*..****..********************** II __~~~_~~~~~~~_~~~_~~~____~~:~~_~~.~~~____~~:~~_~~.~~~_:___~___.________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< . ============================================================================ . ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K'[(LENGTH"3)/(ELEVATION CHANGE)]".2 INITIAL SUBAREA FLOW' LENGTH = 850.00 UPSTREAM ELEVATION = 1241.2D DOIINSTREAM ELEVATION = 1232.10 ELEVATION DIFFERENCE = 9.10 TC = .303'[( 850.00"3)/( 9.10)J".2 11.154 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.399 SOIL CLASSIFICATION IS I.ell COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8865 SUBAREA RUNOFF(CFS) = 3.92 TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 3.92 I II I .*******.****...****..************.***......*****.......*********....******* II FLOW PROCESS FROM NODE 11.20 TO NODE 11.10 IS CODE = 6 .------------.---------------------------------------.----------------.-.... >>>>>COMPUTE STREETFL~ TRAVELTIME THRU SUBAREA<<<<< II ============================================================================ . UPSTREAM ELEVATION = 1232.10 DOWNSTREAM ELEVATION = 1228.00 STREET LENGTH(FEET) = 350.00 CURB HEIGTH(INCHES) = 6. STREET HALF~IDTH(FEET) = 22.00 II I DISTANCE FROM CROIIN TO CROSS FALL GRADEBREAK = INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 20.00 SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF = II "TRAVELTIME COMPUTED USING MEAN FLOII(CFS) = 4.60 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .40 HALFSTREET FLOOO~IDTH(FEET) = 12.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.73 PRODUCT OF DEPTH&VELOCITY = 1.10 STREET FLOW TRAVELTIME(MIN) = 2.14 TC(MIN) = 13.29 I I M-ZO 1/-2/ ~ I II I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.099 SOIL CLASSIFICATION IS "ell COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8854 SUBAREA AREA(ACRES) = .50 SUBAREA RUNOFF(CFS) SUMMED AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 12.94 FLOW VELOCITY(FEET/SEC.) = 2.87 DEPTH'VELOCITY = 1.19 I 1.37 5.29 I ********************....*****...*******************...........**............ II ---------------------------------------------------------------~____________ FLOW PROCESS FROM NOllE 11.10 TO NOllE 11.00 IS COIlE = >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESI2E (NON-PRESSURE FLOW)<<<<< II ============================================================================ I ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.9 UPSTREAM NOllE ELEVATION = 1222.40 DOWNSTREAM NOllE ELEVATION = 1216.60 FLOWLENGTH(FEET) = 25.00 MANNING'S N = .013 ESTIMATEO PIPE OIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 5.29 TRAVEL TIME(MIN.) = .02 TC(MIN.) = 13.31 I I *********************.******...******************....**.******************** II -------------------------------------______________.________________________ FLOW PROCESS FROM NOllE l1.DO TO NOllE 11.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONflUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONfLUENCED STREAM VAlUES<<<<< I ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.31 RAINFALL INTENSITY(INCH/HR) = 3.10 TOTAL STREAM AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.29 I II RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK FLOW RATE TABLE _. STREAM RUNOFF TIME I NTENS ITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 251.49 13.31 3.096 2 268.43 14.24 2.988 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 268.43 Te(MIN.) = 14.24 TOTAL AREA(ACRES) = 125.20 I ..****************..*....*********.**************.*...********.*****....*.*. I -------------------------------________________________________~____________ FUN PROCESS FROM NOllE 23.20 TO NOllE 23.10 IS CODE = >>>>>RATIONAl METHOD INITIAL SUBAREA AHAlYSIS<<<<< II ============================================================================ A-I} C.B. 7Z1 LINe AI !I~22- TR. Z4J3} ~I I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K.[CLENGTH..3)/CELEVATION CHANGE)]...2 INITIAL SUBAREA FLOW-LENGTH = 680.00 UPSTREAM ELEVATION = 1285.00 DOWNSTREAM ELEVATION = 1270.00 ELEVATION DIFFERENCE = 15.00 TC = .303.[( 680.00..3)/( 15.00)]...2 = 8.828 100.00 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.844 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8879 SUBAREA RUNOFF(CFS) = 14.68 TOTAL AREA(ACRES) = 4.30 TOTAL RUNOFF(CFS) = 14.68 I II I II II ............................................................................ FLOW PROCESS FROM NOllE 23.10 TO NOllE 23.00 IS COllE = 51 ---...----.--------------.-------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<>>>>TRAVELTIHE THRU 5UBAREA<<<<< ============================================================================ II UPSTREAM NOllE ELEVATION = 1270.00 DOWNSTREAM NOllE ELEVATION = 1257.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 400.00 CHANNEL SLOPE = .0325 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 14.68 FLOW VELOCITY(FEET/SEC) = 4.01 FLOW DEPTH(FEET) = .33 TRAVEL TIME(MIN.) = 1.66 TC(MIN.) = 10.49 I II II ...............................................................;............ FLOW PROCESS FROM NOllE 23.10 TO NOllE 23.00 IS COllE = ------------------------..-.--------------------------------------.--------- II >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- II 100.00 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.510 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8869 SUBAREA AREA(ACRES) = 10.30 SUBAREA RUNOFFCCFS) = TOTAL AREACACRES) = 14.60 TOTAL RUNOFF(CFS) = TC(NJN) = 10.49 II 32.07 46.74 ..********************************.*.*************************************** II --~~~.~~~~~~~_~~~_~~~____~~:~~_~~_~~~____~~:~~_~~_~~~_:___~____________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< II ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K.[(LENGTH..3)/(ELEVATION CHANGE)]...2 INITIAL SUBAREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = 1306.10 DOWNSTREAM ELEVATION = 1270.00 ELEVATION DIFFERENCE = 36.10 TC = .303. [( 900.00..3)/( 36.10)]...2 = 100.00 YEAR RAINFALL INTENSITYCINCH/HOUR) = SOIL CLASSIFICATION IS IIC" 8.763 3.860 II II rFZ'3 C.f3. ~/) 11-21- 32 I COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8879 SUBAREA RUNOFF(CFS) = 5.14 TOTAL AREA(ACRES) = 1.50 TOTAL RUNOFF(CFS) = 5.14 II I .***.************..........****......****.****************....***********... FLOW PROCESS FROM NODE 24.10 TO NODE 24.00 IS CODE = 6 -...------------------------------------------------------------------------ I ==:::::~~:~::=:::::::~~=:::~:~::::=:::~=:~::::::::::====================== UPSTREAM ELEVATION = 1270.00 OOWNSTREAM ELEVATION = 1233.00 STREET LENGTH(FEET) = 1300.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIOTH(FEET) = 32.00 I I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 30.00 INTERIOR STREET CROSSFALL(OECIMAL) = .020 OUTSIDE STREET CROSSFALL(OECIMAL) = .OBO I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = II "TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 12.90 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .47 HALFSTREET FLOODWIOTH(FEET) = 15.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.96 PRODUCT OF DEPTH&VELDCITY = 2.32 STREET FLOW TRAVELTIME(MIN) = 4.37 TC(MIN) = 13.13 I II 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.118 SOIL CLASSIFICATION IS lie" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8855 SUBAREA AREA(ACRES) =, 5.60 SUBAREA RUNOFF(CFS) SUMMED AREA(ACRES) = 7.10 TOTAL RUNOFF(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .52 HALFSTREET FLOODWIDTH(FEET) = 18.41 FLOW VELOCITY(FEET/SEC.) = 5.79 DEPTH'VELOCITY = 3.04 I 15.46 20.60 I *********************************************...*.*.***********.....***..*** II FLOW PROCESS FROM NODE 12.40 TO NODE 12.30 IS CODE = 2 ---------------------------_.:_--------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< II =========:;;~::~=;:;;;::=;::::::=~:;;~::==================================== DEVELOPMENT IS CONDOMINIUM TC = K'[(LENGTH"3)/(ELEVATION CHANGE)]".2 INITIAL SUBAREA FLOW' LENGTH = 1000.00 UPSTREAM ELEVATION = 1254.00 DOYNSTREAM ELEVATION = 1242.80 ELEVATION DIFFERENCE = 11.20 TC = .359*[( 1000.00"3)/( 11.20)]".2 = 13.980 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.017 SOIL CLASSIFICATlOII IS "C" CONDOMINIUM OEVELOPMENT RUNOFF COEFFICIENT = .8478 SUBAREA RUNOFF(CFS) = 24.56 TOTAL AREA(ACRES) = 9.60 TOTAL RUNOFF(CFS) = I I II I 24.56 ****.*********.........*********....*****.********.......*************...... I 12.30 TO NODE FLOW PROCESS FROM NODE 12.20 IS CODE = 6 H~ZS C.!!>. fe_I J (5f:e AP J~q S.D. PUlNS) H~~ H~Z7 ;= II >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< II ============================================================================ II UPSTREAM ELEVATION = STREET LENGTHCFEET) = STREET HALFWIDTHCFEET) 1236.30 1242.80 600.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTHCINCHES) = 6. II DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.00 INTERIOR STREET CROSSFALLCOECIMAL) = .017 OUTSIDE STREET CROSSFALLCOECIMAL) = .080 II SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 II "TRAVELTIME COMPUTED USING MEAN FLOWCCFS) = 34.22 **.STREET FLOWING FUll--- STREETFLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTHCFEET) = .55 HALFSTREET FLOOOWIDTHCFEET) = 20.00 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.76 PRODUCT OF OEPTH&VELOCITY = 2.07 STREET FLOW TRAVELTIMECMIN) = 2.66 TCCMIN) = 16.64 I II II 100.00 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.752 SOIL CLASSIFICATION IS lien CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8437 SUBAREA AREACACRES) = 8.30 SUBAREA RUNOFFCCFS) SUMMED AREACACRES) = 17.90 TOTAL RUNOFFCCFS) = END OF SUBAREA STREET FLOW HYDRAULICS: OEPTHCFEET) = .59 HALFSTREET FLOOOWIDTHCFEET) = 20.00 FLOW VELOCITYCFEET/SEC.) = 4.11 DEPTH'VELOCITY = 2.42 II 19.27 43.B3 II II ............................................................................ FLOW PROCESS FROM NODE 12.20 TO NODE 12.10 IS CODE = 6 -----.------------.------------.-------------------------------------------. I >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION = 1236.30 DOWNSTREAM ELEVATION = 1221.20 STREET LENGTHCFEET) = 400.00 CURB HEIGTHCINCHES) = 6. STREET HALFWIOTHCFEET) = 20.00 I I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = 18.00 INTERIOR STREET CROSSFALLCOECIMAL) = .017 OUTSIDE STREET CROSSFALLCDEClMAL) = .080 II SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 II "TRAVELTIME COMPUTED USING MEAN FLOWCCFS) = 48.32 *-*STREET FLOWING FUll-.. STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEOS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARK~AYr ETC., IS NEGLECTED. STREET FLOWDEPTHCFEET) = .51 HALFSTREET FLOOOWIDTHCFEET) = 20.00 I I H-ZE 34 I II AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.41 PROOUCT OF DEPTH&VELOCITY = 3.28 STREET FLOW TRAVELTIME(MIN) = 1.04 TC(MIN) 17.68 II 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.666 SOIL CLASSIFICATION IS lIeH CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8422 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 21.90 TOTAL RUNOFF(CFS) = END OF SUBAREA STREET FLOW NYDRAULICS: DEPTH(FEET) = .53 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 6.34 DEPTH*VELOCITY = 3.37 I 8.98 52.81 II **************************************************************************** I FLOW PROCESS FROM NOOE 12.50 TO NOOE 12.50 IS COOE = 7 ------..-----------------------------------------------------------.------.- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- II --~~~:;::;~;;~~~:;~~~::~:;~:~::~~~~~:~:~:::::-:--:~:~---------------------- TOTAL AREA(ACRES) = 11.00 TOTAL RUNOFF(CFS) = 19.30 II ***********************************************..*************************** II -.~~~~-~~~~~~~-~~~.~~~----~~:~~-~~-~~~----~~:~~-~~-~~~-:---~------------ >>>>>COMPUTE PIPEFlOW TRAVELTIME THRU SUBAREA<<<<< II ==~::~:~~;:;:~o:;::~;;~~:;:~:~;;;::;:~~;::;~;:~::::~:~=:~~~:::::=========== PIPEFLOW VELOCITY(FEET/SEC.) = 11.2 UPSTREAM NODE ELEVATION = 1216.50 DOWNSTREAM NODE ELEVATION = 1214.70 FLOWLENGTH(FEET) = 60.00 MANNING'S N = .014 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = PIPE FLOW THRU SUBAREA(CFS) = 19.30 TRAVEL TIME(MIN.) = .09 TC(MIN.) = 17.77 II II 11**************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 1 ----------------------..-------------------------------------------.------.- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- II TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 17.77 RAINFALL INTENSITY(INCH/HR) = 2.66 TOTAL STREAM AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.30 II 1***.********************....********************...************..*********.. FLOW PROCESS FROM NODE 12.60 TO NODE 12.60 IS CODE = 7 -------.-------------------------------------------------------------------- II >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NOOE<<<<< ============================================================================ II USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 17.68 RAIN INTENSITY(INCH/HOUR) = 2.67 , I e.6. ~-~ CAfAcITY ~5 I TOTAL AREA(ACRES) = 10.90 TOTAL RUNOFF(CFS) = 18.20 C. B. 1r:;_ZJ I ............................................................................ FLOW PROCESS FRlJI NODE 12.60 TO NODE 12.00 IS CODE = 3 I --.-.-----------------------------------.---------.-.------...--------.-.--. >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>U5ING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FL~)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I ESTlMATEO PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.6 INCHES PIPEFLOW VELOCITY(FEETJSEC.) = 19.1 UPSTREAM NODE ELEVATION = 1218.50 DOWNSTREAM NODE ELEVATION = 1214.70 FLOWLENGTH(FEET) = 35.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 18.20 TRAVEL TIME(MIN.) = .03 TC(MIN.) = 17.71 I I ............................................................................ FLOW PROCESS FRlJI NODE 12.00 TO NODE 12.00 IS CODE = II ---..----...--....--..--..--...--...---..---..---...--..---.---.----..---..- >>>>>OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- II ---------------------------------------------------------------------------- II TOTAL NUM8ER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.71 RAINFALL INTENSITY(INCH/HR) = 2.66 TOTAL STREAM AREA(ACRES) = 10.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.20 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I .. PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 37.44 37.47 TABLE ** TIME (MIN.) 17.71 17.n I NTENS ITY (INCH/HOUR) 2.664 2.659 II I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = 17.n ESTIMATES ARE AS FOLLOWS: = 37.47 Tc(MIN.) = 21.90 I ............................................................................ FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 3 I --..---..--...--..----.----...---..----.----.----.----------.----.-----.---- >>>>>ClJIPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATEO PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ I I DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.9 UPSTREAM NOOE ELEVATION = 1214.70 DOWNSTREAM NOOE ELEVATION = 1201.00 FLOWLENGTH(FEET) = 400.00 MANNING'S N = .014 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPEFLOW THRU SUBAREA(CFS) = 37.47 PIPES = I CA-R4c IT'( I TRAVEL TIMECMIN.) = .48 TCCMIN.) = 18.25 II ............................................................................ FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 II -.---.---..----.---.----.-----.---....---....--...--..----..----...---..---. >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ I TOTAL NUMBER OF STREAMS. 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.). 18.25 RAINFALL INTENSITYIINCH/HR). 2.62 TOTAL STREAM AREAIACRES). 21.90 PEAK FLOW RATEICFS) AT CONFLUENCE . 37.47 I II ****...****..*****..******......*******************....*.***...*******..**** FLOW PROCESS FROM NODE 13.20 TO NODE 13.20 IS CODE. 7 II ~~:::::~:::~:::~~:~:~~::~:~~~~:~~::~::::~~:~::~:~::::::~~~~~~~~~~~~~~~~~~~~ USER-SPECIFIED VALUES ARE AS FOLLOWS: TCIMIN). 17.68 RAIN INTENSITYIINCH/HOUR). 2.67 TOTAL AREAIACRES) . .00 TOTAL RUNOFFICFS) . II 8.20 II ............................................................................, FLOW PROCESS FROM NODE 13.20 TO NODE 13.10 IS CODE' 6 -----..----...---....-....---.---------------------------------------------- I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< . ============================================================================ I UPSTREAM ELEVATION' STREET LENGTHIFEET) . STREET HALFWIDTHIFEET) 1211.00 1221.20 420.00 = 20.00 DOWNSTREAM ELEVATION' CURB HEIGTHIINCHES) . 6. I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK' 18.00 INTERIOR STREET CROSSFALLIDECIMAL)' .017 OUTSIDE STREET CROSSFALLIOECIMAL) . .080 II SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF' 2 I ">>ERROR: FLOW DEPTH EXCEEDS 5'FEET ABOVE STREET CROWN --TRAVELTIME COMPUTED USING MEAN FLOWCCFS) = 11.39 STREET FLOW MODEL RESULTS: STREET FLOWDEPTHIFEET) = .38 HALFSTREET FLOOOWIDTHIFEET). 12.69 AVERAGE FLOW VELOCITYIFEET/SEC.). 3.69 PRODUCT OF DEPTH&VELOCITY . 1.39 STREET FLOW TRAVELTIMEIMIN)' 1.90 TCIMIN)' 19.58 II II 100.00 YEAR RAINFALL INTENSITYIINCH/HOUR). 2.526 SOIL CLASSIFICATION IS lie" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT. .8396 SUBAREA AREAIACRES)' 2.90 SUBAREA RUNOFFICFS) . SUMMED AREACACRES). 2.90 TOTAL RUNOFFICFS) . ENO OF SUBAREA STREETFLOW HYDRAULICS: DEPTHCFEET)' .40 HALFSTREET FLOOOWIDTHCFEET) . 13.81 FLOW VELOCITYIFEET/SEC.). 3.99 DEPTH'VELOCITY. 1.58 II 6.15 14.35 II II C.13. 't-Z/ t!-z-'f c."j3. Ie-I) FUl~-By "2"1 I ***********************........**********................******************* I FLOW PROCESS FRtJI NODE 13.00 IS CODE = 3 13.10 TO NODE ..-----.-.--.--------------------------------------------------------------. >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING CtJlPUTER-ESTlMATED PIPESIZE CNON.PRESSURE FLDW)<<<<< II ============================================================================ I ESTIMATED PIPE DIAMETERCINCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.1 INCHES PIPEFLOW VELOCITYCFEET/SEC.) = Z7.1 UPSTREAM NODE ELEVATION = 1Z06.00 DOWNSTREAM NODE ELEVATIDN = 1201.00 FLOWLENGTHCFEET) = 15.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETERCINCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREACCFS) = 14.35 TRAVEL TIMECMIN.) = .00 TCCMIN.) I 19.59 I, **...***..*******.........*******..........***********.********************* ,II --:::::~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~:::::~~_:.._~------------ II ==;~;:::::::::~;~;;::::;::~~;:~~~:~~~=:::~::=~:~~~::::::=================== CDNFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CDNCENTRATIONCMIN.) = 19.59 RAINFALL INTENSITYCINCH/HR) = 2.53 TOTAL STREAM AREACACRES) = 2.90 PEAK FLOW RATECCFS) AT CONFLUENCE = I I 14.35 RAINFAll INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I .. PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF CCFS) 50.84 50.45 TABLE -- TIME CMIN.) 18.25 19.59 INTENSITY (INCH/HOOR) 2.622 2.526 I I COMPUTED CONFLUENCE ESTIMATE~ ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 50.84 TcCMIN.) = 18.25 TOTAL AREACACRES) = 24.80 I ***..*****************************.********************.****.*************** ,.. :::::~:~;~. ;;:;~:~ ~~~~~ ~;~~~;~~~~~~~~~~:~~:: ~ - ~~~.:. - - ~ - - - - - - -..... >>>>>USJNG COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FL~)<<<<< I ============================================================================ DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.1 INCHES PIPEFLOW VELOCITYCFEET/SEC.) = 32.2 I UPSTREAM NODE ELEVATION = 1201.00 DOWNSTREAM NODE ELEVATION = 1188.00 FLOWLENGTHCFEET) = 5D.00 MANNING'S N = .014 ESTIMATED PIPE DIAMETERCINCH) = 21.00 NUMBER OF PIPES = I PIPEFLOW THRU SUBAREACCFS) = 50.84 , TRAVEL TIMECMIN.) = .03 TCCMIN.) = 18.27 I jlOLf) FOIL :S"ao PAt;;€ C<J JJ P Lv eN::.E 41 '3>8 II I *************************************************..************************* FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 7 ..---..-------------------.------------------------------------------------. >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NOOE<<<<< ============================================================================ I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.71 RAIN INTENSITY(INCH/HOUR) = 2.84 TOTAL AREA(ACRES) = 53.00 TOTAL RUNOFF(CFS) = 146.80 I ***********.*************......*************...***********..**************** I I FLOW PROCESS FROM NODE 15.00 IS CODE = 3 14.00 TO NODE ----------------------------------------------.-.-----.....-----......---... >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-eSTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 45.0 INCH PIPE IS 31.7 INCHES PIPEFLOW VELOCITYCFEET/SEC.) = 17.7 UPSTREAM NODE ELEVATION = 1219.20 DOWNSTREAM NODE ELEVATION = 1210.80 FLOWLENGTHCFEET) = 315.00 MANNING'S N = .014 ESTIMATED PIPE DIAMETERCINCH) = 45.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 146.80 TRAVEL TIME(MIN.) = .30 TCCMIN.) = 16.01 I 11 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 1 ---...--------....-------.-..-----..------------------.--.------------------ I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USED FOR INOEPENOENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 16.01 RAINFALL INTENSITYIINCH/HR) = 2.81 TOTAL STREAM AREA(ACRES) = 53.00 II PEAK FLOW RATE(CFS) AT CONFLUENCE = 146.80 b I ....................................................*****.......******..*.** FLOW PROCESS FROM NODE 15.20 TO NODE 15.10 IS CODE = 2 ..---------.--------..------------------..---------------------------.._---- 1,- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ,============================================================================ ASSUMED INITIAL SU8AREA UNIFORM DEVELOPMENT IS CONOOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 400.00 UPSTREAM ELEVATION = 1240.00 DOWNSTREAM ELEVATION = 1231.00 ELEVATION OIFFERENCE = 9.00 TC = .359*[( 400.00**3)/( 9.00)]**.2 = 8.428 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.940 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8584 SUBAREA RUNOFF(CFS) = 7.10 TOTAL AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = I I I I 7.10 11**************************************************************************** c.B. H~3o AI>. /5'1 'p.IJ' , L../tJ€ G. / 39 I FLOW PROCESS FROM NODE 15.10 TO NODE 15.00 IS CODE = 3 I I >>>>>COMPUTE PIPEFlOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ I ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCN PIPE IS 4.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 19.0 UPSTREAM NODE ELEVATION = 1227.00 DOWNSTREAM NODE ELEVATION = 1210.80 FLOWLENGTH(FEET) = 75_00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 7.10 TRAVEL TIME(MIN.) = .07 TC(MIN.) = 8.49 I I **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.49 RAINFALL INTENSITY(INCH/HR) = 3.92 TOTAL STREAM AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.10 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK FLOW RATE TABLE -- STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) I 1 85.00 8.49 3.923 2 151.89 16.01 2.809 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 151.89 Tc(MIN.) = 16.01 TOTAL AREA(ACRES) = 55.10 111 ............................................................................ FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON.PRESSURE FLO~)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I DEPTH OF FLOW IN 39.0 (NCH PIPE IS 27.5 PIPEFLOW VELOCITY(FEET/SEC.) = 24.3 UPSTREAM NOOE ELEVATION = 1210.80 DOWNSTREAM NODE ELEVATION = 1188.00 FLOWLENGTH(FEET) = 375.00 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = 39.00 PIPEFLDW THRU SUBAREA(CFS) = 151.89 TRAVEL TIME(MIN.) = .26 TC(MIN.) = INCHES = .014 NUMBER OF PIPES I 16.26 II ............................................................................ ~ I FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = I ------------------------------------....-------------------....--...-----.-. >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 16.26 RAINFALL INTENSITY(INCH/HR) = 2.79 TOTAL STREAM AREA(ACRES) = 55.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 151.89 I I ***********************....************....********************************* I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 18.29 RAIN INTENSITY(INCH/HOUR) = 2.62 TOTAL AREA(ACRESl = 24.80 TOTAL RUNOFF(CFS) =. ~ c;J Ci\ 23Y ~ JVI 3f;J, ?~ PArPA't3 FLOW PROCESS FROM NODE 16.0D TO NODE 16.00 IS CODE = 7 ---------....-.-.----------.-.---------------------------------------------. I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT HOOE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ******************************************.**............................*.* FLOW PROCESS FROM NOOE 16.00 TO NODE 16.00 IS CODE = .----..-----....---....----..-----..-----.------------.--------------------- III >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ~ =.========================================================================== I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.29 RAINFALL INTENSITY(INCH/HRl = 2.62 TOTAL STREAM AREA(ACRES) = 24.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 38.83 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** I STREAM RUNOFF TIME NUMBER (CFS) (MIN.) 1 186.42 16.26 I 2 181.61 18.29 COMPUTED CONFLUENCE ESTI PEAK FLOW RATE(CFS) = I TOTAL AREA(ACRES) = -~ lovJ = 16.26 III *******...**....**.***********..*.****************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 3 --..---...------..-----...----.-----..-------..----------------------.------ I III ==:::::~~:::~~:~:;::;::~::::~~:~:::~~~:~:~:~:::::~:~=::~~:::::=========== DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 23.4 UPSTREAM NODE ELEVATION = 1188.00 DOWNSTREAM NODE ELEVATION = 1181.00 FLOWLENGTH(FEET) = 140.00 MANNING'S N = .014 I 41 I I ESTIMATED PIPE DIAMETER(INCH). 42.00 NUMBER OF PIPES. PIPEFLOW THRU SUBAREA(CFS). 186.42 TRAVEL TIME(MIN.) . .10 TC(MIN.)' 16.36 I,'. ********************************...*******************..*................*** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE' 1 -.~--------------------------------_..__._-_._----------------------------.. I I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ - TOTAL NUMBER OF STREAMS. 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.)' 16.36 RAINFALL INTENSITY(INCH/HR)' 2.78 TOTAL STREAM AREA(ACRES)' 79.90 PEAK FLOW RATE(CFS) AT COHFLUENCE LJ:>lrl I I .....****.*******************..******************..*****.........**...******. FLOW PROCESS FROM NODE 17.20 TO NODE 17.10 IS CODE. 2 ---------------------------------------------------------------------------- I II ..::::::::;;::;~:;:;;;:~:;~:::;:~~:;;~::::~::~::::::........................ DEVELOPMENT IS SINGLE FAMILY(1/2 ACRE) TC . K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH' 1000.00 UPSTREAM ELEVATION' 1245.00 DOWNSTREAM ELEVATION' l1B9.00 ELEVATION DIFFERENCE' 56.00 TC = .422*[( 1000.00..3)/( S6.00)]*~.2 = 11.906 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR). 3.284 SOIL CLASSIFICATION IS "CII SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT' .8167 SUBAREA RUNOFF(CFS) . 5.90 TOTAL AREA(ACRES) . 2.20 TOTAL RUNOFF(CFS) . H~31 I I I 5.90 C.B. D-S' , *****************************.*.*****....................................... I FLOI/ PROCESS FROM NODE 17.10 TO NODE 17.00 IS CODE. 3 -...----..---......----..----.-.-------..---....----.....---...-----..-.---. I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<>>>>USING COMPUTER-ESTIMATEO PIPESIZE (NON-PRESSURE FLOI/)<<<<< . ============================================================================ ESTIMATED PIPE DIAMETER(INCH) INCREASED TO lB.OOO DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.3 INCHES PIPEFLOI/ VELOCITY(FEET/SEC.)' 18.5 UPSTREAM NOOE ELEVATION. 1184.50 DOWNSTREAM NOOE ELEVATION' 1181.00 FLOI/LENGTH(FEET). 15.00 MANNING'S N. .013 ESTIMATED PIPE DIAMETER(INCH). 18.00 NUMBER OF PIPES' PIPE FLOW THRU SUBAREA(CFS) . 5.90 TRAVEL TIME(MIN.)' .01 TC(HIN.). 11.92 I I *..*....*****....*****....*****...***.*..*********************************** I FLOI/ PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE. 1 -......--------...----...------..-------...------..------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< /t.., I ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.92 RAINFALL INTENSITY(INCH/HR) = 3.28 TOTAL STREAM AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.90 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME NUMBER (CFS) (MIN.) 1 141.68 11.92 2 191.41 16.36 INTENSITY (INCH/HOUR) 3.282 2.m ~ I I 16.36 FLOW PROCESS FROM NOOE 18.30 TO NOOE 18.20 IS COOE = -----...-------.-----------------------------------------------------------. II ============================================================================ >>>>>RATIONAL METHOO INITIAL SUBAREA ANALYSIS<<<<< I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COHHERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]'*.2 INITIAL SUBAREA FLOW-LENGTH = 450.00 UPSTREAM ELEVATION = .'241.00 DOWNSTREAM ELEVATION = 1237.00 ELEVATION DIFFERENCE = 4.00 TC = .303*[( 450.00**3)/( 4.00)]**.2 = 8.976 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.811 SOIL CLASSIFICATION IS lien COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8878 SUBAREA RUNOFF(CFS) = 2.37 TOTAL AREA(ACRES) = .7,0 TOTAL RUNOFF(CFS) = fV32 I I I 2.37 I **************************************************************************** FLOW PROCESS FROM NOOE 18.20 TO NOOE 18.10 IS CODE = 6 ------.-.-.----------....-------------------.-.--.-.------------------------ II ==:::::~~:~::=:::::::~~=:::~:~::::=:::~=:~::::::::::====================== , UPSTREAM ELEVATION = 1237.00 DOWNSTREAM ELEVATION = 1218.00 STREET LENGTH(FEET) = 650.00 CUR8 HEIGTH(INCHES) = 6. STREET HALF~IDTH(FEET) = 22.00 H<3:3 I I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 20.00 INTERIOR STREET CROSSFALL(OECIHAL) = .020 OUTSIDE STREET CROSSFALL(OECIHAL) = .080 I SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF = I **TRAVELTIME COMPUTEO USING MEAN FLOW(CFS) = STREET FLOW MOOEL RESULTS: STREET FLOWOEPTH(FEET) = .34 3.97 A_ I KALFSTREET FLOOO~IDTK(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) PRODUCT OF DEPTK&VELOCITY = 1.33 STREET FLOW TRAVELTIME(MIN) = 2.77 TC(MIN) = 11.75 9.19 3.91 I I 100.00 YEAR RAINFALL INTENSITY(INCK/KOUR) = 3.307 SOIL CLASSIFICATION IS IICII COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8862 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW KYDRAULICS: DEPTK(FEET) = .38 KALFSTREET FLOOO~IDTK(FEET) = 11.06 FLOW VELOCITY(FEET/SEC.) = 4.01 DEPTK'VELOCITY = 1.51 I 3.22 5.59 I I *******************..******************************************************* FLOW PROCESS FROM NODE 18.10 TO NODE 18.10 IS CODE = 1 ----------------...--------------------------------------------.------------ III ==;~;::~:~:::::~;:;;::::;:::=;:::::=:~=~~::~~::~::::::===================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.75 RAINFALL INTENSITY(INCK/KR) = 3.31 TOTAL STREAM AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = III I 5.59 *********.******....*************.....********...*************************** II --~~~-~~~~~~~-~~~-~~~--_.~~:~~-~~-~~~--_.~~:~~-~~-~~~.:._-~---------_.. >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< II ==~;;::;;;~;;;;~=::~~;;=::;=:;=;~~~~;:===================================== TC(MIN) = 17.68 RAIN INTENSITY(INCK/HOUR) = 2.67 TOTAL AREA(ACRES) = .00 TOTAL RUNOFF(CFS) = I 7.10 **************************************************************************** II ..~~~-~~~~~~~.~~~.~~~----~~:~~.~~-~~~----~~:~~.~~-~~~-:__.~..._._.._--- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ . TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.68 RAINFALL INTENSITY(INCK/KR) = 2.67 TOTAL STREAM AREA(ACRES) = .00 PEAK FLOW RATE(CFS) AT CONFLUENCE = I I 7.10 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 10.31 11.61 TABLE ** TIME (MIN.) 11.75 17.68 INTENSITY (lNCK/KOUR) 3.307 2.666 I II 0. B. C~I Ft-BN -BY d4 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.61 Tc(MIN.) = 17.68 TOTAL AREACACRES) = 1.80 II II ...............................................................:............ FLOW PROCESS FROM NODE 18.10 TO NODE 18.00 IS CODE = --.....-----.-------------------.---------....-..--------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< II ============================================================================ I UPSTREAM ELEVATION = 1218.00 STREET LENGTH(FEET) = 700.00 STREET HALFWIOTHCFEET) = 22.00 1180.00 DOWNSTREAM ELEVATION = CUR8 HEIGTHCINCHES) = 6. I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 20.00 INTERIOR STREET CROSSFALLCOECIMAL) = .020 OUTSIDE STREET CROSSFALLCOECIMAL) = .080 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF II "TRAVELTIME COMPUTED USING MEAN FLOWCCFS) = 13.18 STREETFLOW MODEL RESULTS: STREET FLOWDEPTHCFEET) = .43 HALFSTREET FLDDDWIOTHCFEET) = 13.56 AVERAGE FLOW VELOCITYCFEET/SEC.) = 6.56 PRODUCT OF OEPTH&VELOCITY = 2.80 STREET FLOW TRAVELTIMECMIN) = 1.78 TCCMIN) = 19.46 I I 100.00 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.535 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8828 SUBAREA AREACACRES) = 1.40 SUBAREA RUNOFFCCFS) = SUMMED AREACACRES) = 3.20 TOTAL RUNOFFCCFS) END OF SUBAREA STREET FLOW HYDRAULICS: OEPTHCFEET) = .44 HALFSTREET FLDDDWIOTHCFEET) = 14.19 FLOW VELOCITYCFEET/SEC.) = 6.75 OEPTH'VELOCITY = 2.97 I 3.13 14.74 II ******..........**....*****.....**..............**....****...***............ I FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 7 --------------------------------------------------------------------------.. >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< I ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 16.00 RAIN INTENSITYCINCH/HOUR) = 2.81 TOTAL AREACACRES) = 48.30 TOTAL RUNOFFCCFS) = II 127.24 .....***.**********.***********.......***********....***********.........*** II ..~~~-~~~~~~~-~~~-~~~----~~:~~-~~-~~~----~~:~~.~~-~~~-:_--~--_.._------ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<>>>>USING COMPUTER-ESTIMATED PIPESIZE CNON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.4 INCHES PIPEFLOW VELOCITYCFEET/SEC.) = 20.4 UPSTREAM NODE ELEVATION = 1211.00 DOWNSTREAM NODE ELEVATION = 1185.00 FLDWLENGTHCFEET) = 600.00 MANNING'S N = .014 ESTIMATED PIPE OIAMETERCINCH) = 39.00 NUMBER OF PIPES = I I H-'34- C.8. NO. " (p~ TEL Z4JB7 -:..t> ~ fJU> ,5"! L1 fJT; 'F) 4~ II I PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(MIN.) = .49 127.24 TC(MIN.) = 16.49 HOLD ptJ/i!- Co"FLvElVC€ ~ ?A<p6 4-7 *********************...*******...*******......*****.***...************...** 1 FLOW PROCESS FROM NODE 20.20 TO NODE 20.10 IS CODE = 2 ---..----.-----------------------------------.----------.._----------_.~---- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I I ============================================================================ ~ ASSUMED INITIAL SUBAREA UNIFORM H ~'3 DEVELOPMENT IS CONDOMINIUM TC = K.[(LENGTH..3)/(ELEVATION CHANGE)]...2 INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION. 1224.60 DOWNSTREAM ELEVATION. 1195.10 ELEVATION DIFFERENCE' 29.50 TC = .359*[( 600.00..3)/( 29.50)]...2 . 8.477 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.928 SOIL CLASSIFICATION IS "e" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8583 SUBAREA RUNOFF(CFS) . 10.45 TOTAL AREA(ACRES) . 3.10 TOTAL RUNOFF(CFS) = lD.45 I I I ..*****....*****......****************.*****.*******...*****.....*****...*** I FLOW PROCESS FROM NODE 2D.1D TO NODE 20.10 IS CODE = 1 .-----...------------....--------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FDR CONFLUENCE<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CDNCENTRATION(MIN.) = 8.48 RAINFALL INTENSITY(INCH/HR) = 3.93 TOTAL STREAM AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) AT CDNFLUENCE . 10.45 II............................................................................ FLOW PROCESS FROM NODE 20.30 TO NODE 20.10 IS CODE = 2 I .-----......---.......---....-..--..-.....----....-------...-------...------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SU8AREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K.[(lENGTH..3)/(ELEVATION CHANGE)]...2 INITIAL SUBAREA FLOW, LENGTH = 590.00 UPSTREAM ELEVATION. 1220.30 DOWNSTREAM ELEVATION. 1195.10 ELEVATION DIFFERENCE = 25.20 TC = .359.[( 590.0D..3)/( 25.20)]...2 = 8.661 100.0D YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.883 SOIL CLASSIFICATION IS IICII CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8579 SUBAREA RUNOFF(CFS) . 7.33 TOTAL AREA(ACRES) = 2.20 TOTAL RUNOFF(CFS) = 7.33 lV3b I I I II............................................................................ FLOW PROCESS FROM NODE 20.10 TD NODE 20.10 IS CODE = II -...........--.......-----.......--------......------.......----------.-.... LU:. I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< II ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) 8.66 RAINFALL INTENSITYCINCH/HR) = 3.88 TOTAL STREAM AREACACRES) = 2.20 PEAK FLOW RATECCFS) AT CONFLUENCE = I 7.33 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY II NUMBER CCFS) CMIN.) (INCH/HOUR) 1 17.62 8.48 3.928 2 17.66 8.66 3.883 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 17.62 TcCMIN.) = 8.48 TOTAL AREACACRES) = 5.30 I ****....******.......*******.*********.......*********.***********.....***** FLOW PROCESS FROM NODE II -----..---------.....--------......------......------...-------~-.--------.. 20.10 TO NODE 20.00 IS CODE = I >>>>>COMPUTE PIPEFlOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE CNON'PRESSURE FLOW)<<<<< ============================================================================ II DEPTH OF FLOW IN 18.0 INCH PIPE IS 11..4 INCHES PIPEFLOW VELOCITYCFEET/SEC.) = 14.9 UPSTREAM NODE ELEVATION = 1190.00 DOWNSTREAM NODE ELEVATION = 1185.00 FLOWLENGTHCFEET) = 85.00 MANNING'S N ESTIMATED PIPE DIAMETERCINCH) = 18.00 PIPEFLOW THRU SUBAREACCFS) = 17.62 TRAVEL TIMECMIN.) = .09 TCCMIN.) = B.57 I = .013 NUMBER OF PIPES = II ............................................................................ FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = I ------......------------------------....-----------...------------.._------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 8.57 RAINFALL INTENSITYCINCH/HR) = 3.90 TOTAL STREAM AREACACRES) = 5.30 PEAK FLOW RATECCFS) AT CONFLUENCE = 17.62 II II ............................................................................ FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 7 II >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NOOE<<<<< ============================================================================ I USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 16.49 RAIN INTENSITYCINCH/HOUR) = 2.77 a F/''2. / C,P. ~ ~a;. pAt:-€ Jf~ 4~ I TOTAL AREA(ACRES) . 48.30 TOTAL RUNOFF(CFS) . 127.24 II ............................................................................ FLOW PROCESS FROM NOllE 20.00 TO NOllE 20.00 IS COIlE. II .----...------....-------....-------.....-------------.-.------------..----- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>ANO COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< II ...=====...=====....=========...=========........========....========...==== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.49 RAINFALL INTENSITY(INCN/HR). 2.77 TOTAL STREAM AREA(ACRES) = 48.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 127.24 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAl( STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 83.77 139.72 TABLE -- TIME (MIN.) 8.57 16.49 INTENSITY CINCH/HOUR) 3.905 2.766 I I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 'PEAK FLOW RATE(CFS). 139.72 Te(MIN.) = 16.49 TOTAL AREACACRES) . 53.60 II ............................................................................ FLOW PROCESS FROM NOllE' 20.00 TO HOllE 21.00 IS COIlE = 3 II --:::::~~;~;;.;;;;;~~.;;~~;~;;~;.;~;~.~~~~;~~:::::.---------...----------- >>>>>USING COMPUTER-ESTIMATED PIPESIZE CNON-PRESSURE FLOW)<<<<< II .=~:;;:=~;=;~~=;:==:;:~.;:~:=;;;:=;;==;;:;=;:~::;..=========.==========..== PIPEFLOW VELOCITY(FEET/SEC.) = 17.1 UPSTREAM NOllE ELEVATION' 1185.00 DOWNSTREAM NOllE ELEVATION =, 1182.70 FLOWLENGTH(FEET) = 100.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETERCINCH) = 42.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 139.72 TRAVEL TIMECMIN.). .10 TCCMIN.) = 16.59 II II II *******..............****.******.......*******.*************....*********... FLOW PROCESS FROM NOllE 21.00 TO NOllE 21.00 IS COIlE = 1 --------------.-----------------------.--------------.-------------.----_... II >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 I CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 16.59 RAINFALL INTENSITYCINCH/HR). 2.76 TOTAL STREAM AREA(ACRES) = 53.60 II PEAK FLOW RATE(CFS) AT CONFLUENCE = 139.72 II ............................................................................ 4~ I FLOW PROCESS FROM NOllE 21. 20 TO NOllE 21.10 IS COllE = 2 I >>>>>RATtONAl METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K.[CLENGTH..3)/CELEVATION CHANGE)]...2 INITIAL SUBAREA FLOW-LENGTH = 750_00 UPSTREAM ELEVATION = 1219.30 DOWNSTREAM ELEVATION = 1190.00 ELEVATION DIFFERENCE = 29.30 TC = .359*[C 750.00..3)/C 29.30)]...2 = 9.705 100.00 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.657 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .B557 SUBAREA RUNOFFCCFS) = 7.20 TOTAL AREACACRES) = 2.30 TOTAL RUNOFFCCFS) = f-/~'31 I I I 7.20 tZ 'P-Z/ C.",. FLOW PROCESS FROM NOllE 21.10 TO NOOE 21.00 IS COOE = I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESI2E CNON-PRESSURE FLOW)<<<<< ============================================================================ 1 ESTIMATED PIPE DIAMETERCINCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.1 INCHES PIPEFLOW VELOCITYCFEET/SEC.) = 11.1 UPSTREAM NOllE ELEVATION = 1184.35 DOWNSTREAM NOllE ELEVATION = 1182_90 FLOIILENGTHCFEET) = 30.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETERCINCM) = 18.00 NUMBER OF PIPES = PIPEFLOW TMRU SUBAREACCFS) = 7.20 TRAVEL TIMECMIN.) = .05 TCCMIN.) = 9.75 I I II ............................................................................ FLOW PROCESS FROM NOllE 21.00 TO NOllE 21.00 IS COOE = ...--------.-...-------------.------.....--.----.--------------------------- II >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFlUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 9.75 RAINFALL INTENSITYCINCH/HR) = 3.65 TOTAL STREAM AREACACRES) = 2.30 PEAK FLOW RATECCFS) AT CONFLUENCE = 7.20 I II RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. 1 ** PEAK FLOW RATE STREAM RUNOFF NUMBER CCFS) 1 89.33 2 145.16 TABLE .. TIME CMIN.) 9.75 16.59 INTENSITY CINCH/HOUR) 3.648 2.757 I I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 145.16 TcCMIN.) = 16.59 47 II TOTAL AREA(ACRES) = 55.90 II ............................................................................ FLOW PROCESS FROM NODE 21. 00 TO NODE 22.00 [S CODE = 3 II .----.....----...---.....----...-------.-......-------...----------....---.. >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FL~)<<<<< II ============================================================================ II DEPTH OF FLOW [N 45.0 INCH PIPE [S 33.8 INCHES P[PEFLOW VELOCITY(FEET/SEC.) = 16.3 UPSTREAM NODE ELEVATION = 1182.70 DOIlNSTREAM NODE ELEVATION = 1174.00 FLOWLENGTH(FEET) = 390.00 MANNING'S N = .014 ESTIMATED PIPE D[AMETER(INCHl = 45.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 145.16 TRAVEL TIME(MIN.) = .40 TC(MIN.) = 16.99 II II ............................................................................ FLOW PROCESS FROM NODE 22.20 TO NODE 22.10 [S CODE = 2 -...---.....-.........-------------------.-----------------...--------.----- II ============================================================================ >>>>>RATIONAL METHOD INITIAL SUBAREA ANAlYSIS<<<<< II ASSUMED [NITIAL SUBAREA UN[FORM DEVELOPMENT [S CONDOM[N[UM TC = K'[(LENGTH"3)/(ELEVATION CHANGE)]".2 [N[TIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVAT[ON = 1225.70 DOWNSTREAM ELEVAT[ON = 1185.00 ELEVATION DIFFERENCE = 40.70 TC = .359*[( 1000.00"3)/C 40.70)]".2 = 10.800 100.00 YEAR RA[NFALL INTENS[TY([NCH/HOUR) = 3.457 SOIL CLASSIFICATION [S "C" CONDOM[N[UM DEVELOPMENT RUNOFF COEFF[C[ENT = .8535 SUBAREA RUNOFFCCFS) = 15.93 TOTAL AREACACRESl = 5.40 TOTAL RUNOFFCCFS) = 15.93 II II II II ****..********************************..************..*******..************* FLOW PROCESS FROM NODE 22.10 TO NODE 22.10 IS CODE = 1 ---------------------------------------------------------------------------- II >>>>>OESIGNATE INDEPENDENT STREAM FOR tONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR [NDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(M[N.) = 10.80 RA[NFALL [NTENS[TY([NCH/HR) = 3.46 TOTAL STREAM AREACACRES) = 5.40 PEAK FLOW RATECCFS) AT COHFLUENCE = I II 15.93 II ............................................................................ FLOW PROCESS FROM NODE 21.30 TO NODE 22.30 [S CODE = 2 -~~~~---_...~.._-----.~~~~-----~~~~-~------~._-----------------------~._---- I ==:::::::::~::~=::::~=::~:~:~=:~:::::=:::~::~::::::======================== ASSUMED [NITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERC[AL TC = K'[CLENGTH"3)/CELEVATION CHANGE)]".2 II II 01...1) FoR- Cc tv F LII(?tJ t~ ~ee :P~E' 5Z, ~-31 H-3e ~ I INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1216.60 DOWNSTREAM ELEVATION = 1190.00 ELEVATION DIFFERENCE = 26.60 TC = .303.[C 1000.00..3)/C 26.60)]...2 = 9.922 100.00 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.615 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8872 SUBAREA RUNOFFCCFS) = 9.30 TOTAL AREACACRES) = 2.90 TOTAL RUNOFFCCFS) = 9.30 I I I II ...............................................................:............ FLOW PROCESS FROM NODE 22.30 TO NODE 22.10 IS CODE = ---......--------.....------------------------------------------------------ >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< II ============================================================================ I UPSTREAM ELEVATION = 1190.00 STREET LENGTHCFEET) = 300.00 STREET HALFWIDTHCFEET) = 22.00 1185.00 DOWNSTREAM ELEVATION = CURB HEIGTHCINCHES) = 6. I DISTAHCE FROM CROWN TO CROSSFALL GRADEBREAK = 20.00 INTERIOR STREET CROSSFALLCDECIMAL) = .020 OUTSIDE STREET CROSSFALLCDECIHAL) = .017 II SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I ..TRAVELTIME COMPUTED USING MEAH FLOWCCFS) = 11.18 STREET FLOW MODEL RESULTS: STREET FLOWOEPTHCFEET) = .46 HALFSTREET FLOOOWIDTHCFEET) = 16.69 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.86 PRODUCT OF DEPTH&VELOCITY = 1_77 STREETFLOW TRAVELTIMECMIN) = 1.30 TCCMIN) = 11.22 I I 100.00 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.388 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8527 SUBAREA AREACACRES) = 1.30 SU8AREA RUNOFFCCFS) = SUMMED AREACACRES) = 4_2~ TOTAL RUNOFFCCFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .48 HAlFSTREET FlOODWIDTHCFEET) = 17.94 FLOW VELOCITYCFEET/SEC.) = 3.92 DEPTH.VELOCITY = 1.89 II 3.76 13.06 I ***********************.**************************************************** I ..~~~-~~~~~~~-~~~-~~~____~~:~~_~~_~~~____~~:~~_~~_~~~_~___.____________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< II ============================================================================ II TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 11.22 RAINFALL INTENSITYCINCH/HR) = 3.39 TOTAL STREAM AREACACRES) = 4.20 PEAK FLOW RATECCFS) AT CONFLUENCE = 13.06 II II RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. (I,4fj ~I I I ** PEAK FLOW RATE STREAM RUNOFF NUMBER CCFS) 1 28.50 2 28.67 TABLE _. TIME CMIN.) 10.80 11.22 INTENSITY CINCH/HOUR) 3.457 3.388 I I COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 2B.50 TeCMIN.) = 10.80 TOTAL AREACACRES) = 9.60 J2 (~_I) C;,,,,,. ,- FLOW PROCESS FROM NODE 22.10 TO NODE 22.00 IS CODE = I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU 5UBAREA<<<<< >>>>>USING COMPUTER-ESTIMATEO PIPESI2E CNON'PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I OEPTH OF FLOW IN 21.0 INCH PIPE IS 12.7 INCHES PIPEFLOW VELOCITYCFEET/SEC.) = 18.7 UPSTREAM NODE ELEVATION = 1181.00 DOWNSTREAM NODE ELEVATION = 1174.00 FLOWLENGTHCFEET) = 90.00 MANNING'S N = .013 ESTIMATED PIPE OIAMETERCINCH) = 21.00 NUMBER OF PIPES PIPE FLOW THRU SUBAREACCFS) = 28.50 TRAVEL TIMECMIN.) = .08 TCCMIN.) = 10.88 I I ******************.**...**.**.*****.*****......*****..........********...... II _.~~~-~~~~~~.~~~.~~~._..~~:~~_~~.~~~____~~:~~.~~.:~~_:___~__......____ >>>>>DESIGNATE INDEPENOENT STREAM FOR CONFLUENCE<<<<< I ==;~;:~=:~::::=~;=;;::::;=:==;============================================== CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 1 ARE: I TIME OF CONCENTRATIONCMIN.) = 10.88 RAINFALL INTENSITYCINCH/HR) = 3.44 TOTAL STREAM AREACACRES) = 9.60 PEAK FLOW RATECCFS) AT CONFLUENCE = 28.50 I *****...*******.******.........***********************.*...***...*********** I FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 7 ----------------------------------------------------.----------------------. >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- II --~~~:;:~~~;;::~~~~~::~:;~:~:::~~~~:~:~:::::-:--:~~:---------------------- TOTAL AREACACRES) = 55.90 TOTAL RUNOFFCCFS) = 145.16 -?~ pAt;,e 50 I ***************.*********........******************************************* I FLOW PROCESS FROM NODE 24.00 TO NOOE 24.00 IS COOE = 1 ~~~~~~~~~~~~~~~~~-----~--~~~~~------------~~~~~~~~~~~~~~--------------~~~~~~ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFlUENCE<<<<< II ==:::::::~=~~:~:~=:::~~:=~~::~~~:~~~=:::~::=::~~~::::::=================== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 16.99 I ",-; II RAINFALL INTENSITY(INCH/HR) = 2.72 TOTAL STREAM AREA(ACRES) = 55.90 PEAK FL~ RATE(CFS) AT CONFLUENCE = 145.16 II II RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. II .. PEAK FL~ RATE TABLE .. STREAM RUNOFF TIME NUMBER (CFS) (MIN.) 1 121.46 10.88 2 167.69 16.99 INTENSITY (INCH/HOUR) 3.443 2.722 II COMPUTED CONFLUENCE ESTIMATES ARE AS FOLL~S: PEAK FL~ RATE(CFS) = 167.69 Te(MIN.) = TOTAL AREA(ACRES) = 65.50 16.99 II ============================================================================ END OF STUDY SUMMARY: PEAK FL~ RATE(CFS) = TOTAL AREA(ACRES) = 167.69 65.50 Te(MIN.) = 16.99 I ============================================================================ END OF RATIONAL METHOD ANALYSIS II II II II I II II II II I II II -r0 , -r/2/lC-r 24/8(P /.../fV~ [>/ '521- - ' '?I ~I ~ : :<l I o . t" o o -< I IO-YEAR HYDROLOGY I I . I I I I I I I I I I I I, I I I I I 10 YEAR HYDROLOGY (RATIONAL METHOD) I, I ***...*******.........***..............***.***.**.....**.......*..*......... I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL ee) Copyright 1982-90 Advanced Engineering Software (aes) Ver. 5.8A Release Date: 8/28/90 Serial # 8101 I I Analysis prepared by: Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, CaLifornia 92718 (714) 472-3505 I ...**********.****......** DESCRIPTION OF STUDY ********************....** * TRACT 24188 STORM DRAIN * * 10 YEAR HYDROLOGY * * FILE NAME: TR881D.DAT APRIL 1991 * I *******.****.*********....*....**********************.******************** I FILE NAME: TR881D.DAT TIME/DATE OF STUDY: 14:28 3/27/1991 -....-------...--...----------------------...--------------------...._------ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: I ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(IHCH) = 18.00 SPECIFIED PERCENT OF GRAOIENTS(OECIMAL) TO USE 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 100-YEAR STORM 10-MIHUTE INTENSITY(INCH/HOUR) 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) SLOPE OF 10-YEAR INTEHSITY-OURATION CURVE = SLOPE OF lOO-YEAR INTENSITY-OURATION CURVE = COMPUTEO RAINFALL INTENSITY OATA: STORM EVENT = 10.00 l-HOUR INTENSITY(INCH/HOUR) = .8888 SLOPE OF INTENSITY OURATION CURVE = .5506 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USEO NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCO HYOROLOGY MANUAL ANO IGNORE OTHER CONFLUENCE COMBINATIONS FOR OOWNSTREAM ANALYSES I FOR FRICTION 2.360 ,880 = 3.600 = 1.400 .5505732 .5271139 SLOPE I I I I **************************************************************************** FLOW PROCESS FROM NODE 1. 00 TO NODE 1.00 IS CODE = 7 I -...-------.....-----.....-------.......-----......----.--...._---------.... >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NOOE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.80 RAIN INTENSITY(INCH/HOUR) = 2.28 TOTAL AREA(ACRES) = 69.60 TOTAL RUNOFF(CFS) = 89.10 'I, **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 3 I --....-------......--------......-------......------.......----------...---- >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER. ESTIMATED PIPESIZE (NON-PRESSURE FlOU)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.9 INCHES .90 AD. 115"( , I L--IN~ H 53 I PIPEFLOW VELOCITY(FEET/SEC.) = 10.0 UPSTREAM NOOE ELEVATION = 1240.00 DOWNSTREAM NOOE ELEVATION = 1234.00 FLOWLENGTH(FEET) = 720.00 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = 45.00 PIPEFLOW THRU SUBAREA(CFS) = 89.10 TRAVEL TIME(MIN.) = 1.20 TC(MIN.) = 12.00 I = .014 NUMBER OF PIPES = I I ..**************...***.*************.....*******.**************....********* . FLOW PROCESS FROM NOOE 2.00 TO NOOE 2.00 IS COOE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM fOR CONFLUENCE<<<<< . ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME DF CONCENTRATION(MIN.) = 12.00 RAINFALL INTENSITY(INCH/HR) = 2.16 TOTAL STREAM AREA(ACRES) = 69.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = I il 89.10 I. ..........**********...........*..**.*******....**....*.*.*.***********...** , FLOW PROCESS FROM NOOE 2.30 TO NOOE 2.20 IS COOE = 2 II ==::::::::;;~:;~:;:;;;:~:;~:::;:~~:;;~::::~::~::::::======================== DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 980.00 UPSTREAM ELEVATION = ,1306.10 DOWNSTREAM ELEVATION = 1266.00 ELEVATION DIFFERENCE = 40.10 TC = .303*[( 980.00**3)/( 40.10)]**.2 = 9.030 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.521 SOIL CLASSIFICATION IS lie" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8827 SUBAREA RUNOFF(CFS) = 3.56 TOTAL AREA(ACRES) = 1.69 TOTAL RUNOFF(CFS) = I I I I 3.56 '1'...*****...***....*.*...********..*****************......**.**************.. FLOW PROCESS FROM NOOE 2.20 TO NOOE 2.10 IS COOE = 6 --.....---------------------------------------------------.----------------- I ==:::::~~:~::=:::::::~~=:::~:~:~::=:::~=~::::::::::====================== , UPSTREAM ELEVATION = 1266.00 OOWNSTREAM ELEVATION = 1251.30 STREET LENGTH(FEET) = 575.00 CURB HEIGTH(INCHESl = 6. STREET HALFWIDTH(FEET) = 20.00 I I, DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 18.00 INTERIOR STREET CROSSFALL(DEClMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = STREET FLOW MODEL RESULTS: STREET FLOWOEPTH(FEET) = .37 5.12 \-+-\ I-f-Z- 54' I HALFSTREET FLOOOWIDTH(FEET) = 10.72 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.88 PRODUCT OF DEPTH&VELOCITY = 1.44 STREETFLOW TRAVELTIME(MIN) = 2.47 TC(MIN) = 11.50 I I 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.207 SOil CLASSIFICATION IS "t" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8808 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNDFF(CFS) = SUMMED AREA(ACRES) = 3.20 TOTAL RUNOFF(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .39 HALFSTREET FLOOOWIDTH(FEET) = 11.84 FLOW VELOCITY(FEET/SEC.) = 4.24 DEPTH.VELOCITY = 1.67 I 3.11 6.67 I I ..***..*************.....*..*****..***................*...****......**...*** 2.10 TO NODE FLOW PROCESS FROM NODE 2.00 IS CODE = 3 II ==:::::~~:::~~:~:::::::~::::~::::::~~::~:~:::::::~::=:~~~~:::::=========== ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 24.1 UPSTREAM NODE ELEVATION = 1246.00 DOWNSTREAM NODE ELEVATION = 1234.00 FLOWLENGTH(FEET) = 27.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 6.67 TRAVEL TIME(MIN.) = .02 TC(MIN.) = 11.52 I I I I ..***...************.************.......**************.*.*....************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = I >>>>>OESIGNATE 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.) = 11.52 RAINFALL INTENSITY(INCH/HR) = 2.21 TOTAL STREAM AREA(ACRES) = 3.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.67 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK STREAM NUMBER 1 2 INTENSITY (INCH/HOUR) 2.205 2.156 TABLE ** TIME (MIN. ) 11.52 12.00 FLOW RATE RUNOFF (CFS) 92.17 95.62 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 95.62 Tc(MIN.) = TOTAL AREA(ACRES) = 72.80 12.00 I II **************************************************************************** "" 'A-7! G.D, 55" I FLlllI PROCESS FROM NOOE 2.00 TO NOOE 3.00 IS COOE = 3 .-------...----------------------------------------------------------------. I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLO~)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOII IN 45.0 INCH PIPE IS 33.3 PIPEFLOII VELOCITYCFEET/SEC.) = 10.9 UPSTREAM NOOE ELEVATION = 1234.00 DOlIN STREAM NOOE ELEVATION = 1233.50 FLOIILENGTHCFEET) = 50.00 MANNING'S N ESTIMATED PIPE OIAMETERCINCH) = 45.00 PIPE FLOW THRU SUBAREACCFS) = 95.62 TRAVEL TIMECMIN.) = .OB TCCMIN.) = INCHES I = .014 NUMBER OF PIPES = I 12.0B I ******.....********.*******...**********************..********************** FLOW PROCESS FROM NOOE 3.00 TO NOOE 3.00 IS COOE = ---..------------------------------------------------.---------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFlUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 12.0B RAINFALL INTENSITYCINCH/HRl = 2.15 TOTAL STREAM AREACACRES) = 72.80 PEAK FlOll RATECCFSl AT CONFLUENCE = 95.62 I ................********...*************..**.*********.*.*******...*****..*. II ---------------------------------------------------------------:------------ FLOII PROCESS FROM NODE 3.20 TO NOOE 3.10 IS CODE = >>>>>RATtONAL METHOD INITIAL SUBAREA ANAlYStS<<<<< III =========:;;~::~=;:;;;:~=;~:::::=~:;;~::==================================== -, OEVELOPMENT IS CONDOMINIUM TC = K*[CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOII-LENGTH = 950.00 UPSTREAM ELEVATION = 1279.40 DOIINSTREAM ELEVATION = 1250.50 ELEVATION OIFFERENCE = 28.90 TC = .359*[C 950.00**3l/C 2B.90)]**.2 = 11.215 10.00 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.238 I I I SOIL CLASSIFICATION IS "C" CONOOMINIUM OEVELOPMENT RUNOFF COEFFICIENT = .8335 SUBAREA RUNOFFCCFS) = 10.44 10TAl AREACACRES) = 5.60 TOTAL RUNOFFCCFS) = 10.44 I *****.**....*.*..*****.....*********************.*****************.********* I FLOW PROCESS FROM NOOE 3.10 TO NOOE 3.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOII TRAVELTIME THRU SUBAREA<<<<< 'III ==:;;;::;:~:;;;::;;:::;::;;:;::=;:~:::;:~~;~:~:~~~~~::=:~~~~:::::=========== DEPTH OF FLOII IN 18.0 INCH PIPE IS 6.5 INCHES PIPEFLOII VELOCITYCFEET/SEC.) = 1B.2 UPSTREAM NOOE ELEVATION = 1244.00 DOIINSTREAM NOOE ELEVATION = 1234.00 FLOIILENGTHCFEETl = 70.00 MANNING'S N = .013 I I }4-3 C.B. IA_~J 5~ I II ESTIMATED PIPE DIAMETER(INCH) PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIHE(MIN.) = .06 = 18.00 10.44 TC(MIN.) = NUM8ER OF PIPES = 11.28 II **************************************************************************** FLOW PROCESS FROH NODE 3.00 TO NODE 3.00 IS CODE = ..---.------------...--.-------....----------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUEHCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.28 RAINFALL INTENSITY(INCH/HR) = 2.23 TOTAL STREAM AREA(ACRES) = 5.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = lD.44 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK FLOW RATE TABLE -- STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 99.74 11.28 2.231 2 105.68 12.08 2.148 I 1 COHPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 105.68 Tc(MIN.) = 12.08 TOTAL AREA(ACRES) = 78.40 I *************************..*************....****.***********..****...***..** FLOW PROCESS FROH NODE 3.00 TO NODE 4.00 IS CODE = 3 ---------------------------------------------------------------------------- I >>>>>COHPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON. PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTN OF FLOW IN 45.0 INCH PIPE IS 36.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.1 UPSTREAM NODE ELEVATION = 1234.00 DOUNSTREAM NOOE ELEVATION = 1226.90 FLOWLENGTH(FEET) = 700.00 MANNING'S N = .014 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 105.68 TRAVEL TIME(MIN.) = 1.05 TC(MIN.) = 13.13 I I *****************************************************************.******.... I FLOW PROCESS FROM NOOE 4.00 TO NODE 4.00 IS CODE = ......-------......-------....-------......------.-..-.----------.....------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUM8ER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.13 RAINFALL INTENSITY(INCH/HR) = 2.05 TOTAL STREAM AREA(ACRES) = 78.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 105.68 I 57 I ******************************************************.********************* I FLO\l PROCESS FROM NODE 4.30 TO NODE 4.20 IS CODE = 2 >>>>>RATJONAL METHOD INITIAL SUBAREA ANAlYSIS<<<<< II ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K.[(LENGTH..3)/(ELEVATION CHANGE)]...2 INITIAL SUBAREA FLO\l-LENGTH = 1000.00 UPSTREAM ELEVATION = 1260.85 DO\lNSTREAM ELEVATION = 1245.20 ELEVATION DIFFERENCE = 15.65 TC = .303.[( 1000.00..3)/( 15.65)]...2 = 11.033 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.258 SOIL CLASSIFICATION IS lIell COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8811 SUBAREA RUNOFF(CFS) = 4.97 TOTAL AREA(ACRES) = 2.50 TOTAL RUNDFF(CFS) = 4.97 I I I ************.....****************************************************..***** I FLO\l PROCESS FROM NODE 4.20 TO NODE 4.10 IS CODE = 6 -....--------------------.......-------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- II ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1238.75 1245.20 320.00 = 22.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 II SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = I ..TRAVELTIME COMPUTED USING MEAN FLO\l(CFS) = 5.81 STREETFLO\l MODEL RESULTS: STREET FLOWDEPTH(FEET) = .40 HALFSTREET FLOODWIOTHCFEET) = 12.31 AVERAGE FLO\l VELDCITY(FEET/SEC.) = 3.44 PRODUCT OF OEPTH&VELOCITY = 1.39 STREETFLOW TRAVELTIMECMIN) = 1.55 TCCMlN) = 12.58 I I 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.100 SOIL CLASSIFICATION IS lIell COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8800 SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 3.40 TOTAL RUNOFF(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .42 HALFSTREET FLOODWIOTHCFEET) = 12.94 FLO\l VELOCITY(FEET/SEC.) = 3.60 DEPTH.VELOCITY = 1.49 I 1.66 6.64 I II ............................................................................ I --~~~-~~~~~~~-~~~-~~~-----~:~~-~~-~~~-----~:~~-~~-~~~-~---~------------ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESI2E (NON-PRESSURE FLOW)<<<<< II ============================================================================ I-l-Cp H-l e.g. A-~I 5'8 II I I ESTIMATED PIPE DIAMETERCINCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES PIPEFLOW VELOCITYlFEET/SEC.) = 19.3 UPSTREAM NODE ELEVATION = 1233.10 DOWNSTREAM NODE ELEVATION = 1226.90 FLOWLENGTHlFEET) = 26.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETERlINCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREACCFS) = 6.64 TRAVEL TIMElMIN.) = .02 TClMIN.) = 12.60 I ********************************************************************..****** I FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = ----..--------.-------------.--------------------.-------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFlUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I - TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATIONlMIN.) = 12.60 RAINFALL INTENSITYCINCH/HR) = 2.10 TOTAL STREAM AREAlACRES) = 3.40 PEAK FLOW RATElCFS) AT CONFLUENCE = STREAM 2 ARE: I 6.64 I RAINFALL INTENSITY ANO TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USEO FOR 2 STREAMS. I .* PEAl( FLOW RATE TABLE -- STREAM RUNOFF TIME INTENSITY NUMBER lCFS) lMIN.) (I NCH/HOUR) 1 108.07 12.60 2.098 2 112.17 13.13 2.052 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATElCFS) = 112.17 TelMIN.) = 13.13 TOTAL AREAlACRES) = 81.80 I ************.**************...*******....******..*******.******.***..******* I I FLOW PROCESS FROM NODE 4,00 TO NODE 5.00 IS CODE = 3 ,. .------......---------------.......---......-----.....----...._------...._-- >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<>>>>USING COMPUTER'ESTIMATED PIPESIZE CNON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.1 INCHES PIPEFLOW VELOCITYCFEET/SEC.) = 11.4 UPSTREAM NOOE ELEVATION = 1226.90 DOWNSTREAM NOOE ELEVATION = 1226.70 FLOWLENGTHlFEET) = 20.00 MANNING'S N = .014 ESTlMATEO PIPE DIAMETERlINCH) = 48.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREAlCFS) = 112.17 TRAVEL TIMElMIN.) = .03 TClMIN.) = 13.16 I I ***.........*..................***.......................................... I --~~~-~~~~~~-~~~-~~~-----~:~~-~~-~~~_._--~:~~-~~-~~~_:---~------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFlUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 {;'1 II I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 13.16 RAINFALL INTENSITYCINCH/HR) = 2.05 TOTAL STREAM AREACACRES) = 81.80 PEAK FL~ RATE(CFS) AT CONFLUENCE = 112.17 I .*********..***.......**********......**...**.**...**..*******************.* I FL~ PROCESS FROM NODE 5.20 IS CODE = 2 5.30 TO NODE >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FL~-LENGTH = 700.DD UPSTREAM ELEVATION = 1278.40 D~NSTREAM ELEVATION = 1250.20 ELEVATION DIFFERENCE = 28.20 TC = .359*[( 700.00**3)/( 28.20)]**.2 = 9.383 10.00 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.469 SOIL CLASSIFICATION IS lie" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8385 SUBAREA RUNOFFCCFS) = 4.97 TOTAL AREACACRES) = 2.40 TOTAL RUNOFFCCFS) = 4.97 I I I II ..**....**.*****.*...........********....................................... FL~ PROCESS FROM NODE 5.20 TO NODE 5.10 IS CODE = 6 III ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- III UPSTREAM ELEVATION = 1250.20 STREET LENGTHCFEET) = 650.00 STREET HALFHIDTHCFEET) = 22.00 DOHNSTREAM ELEVATION = 1238.40 CURB HEIGTHCINCHES) = 6. III DISTANCE FROM CROHN TO CROSSFALL GRADE BREAK = 20.00 INTERIOR STREET CROSSFALLCDECIMAL) = .020 OUTSIDE STREET CROSSFALLCDECIMAL) = .080 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = I ..TRAVELTIME COMPUTED USING MEAN FLOH(CFS) = 5.52 STREETFLOH MODEL RESULTS: STREET FLOHDEPTH(FEET) = .40 HALFSTREET FLOODHIDTH(FEET) = 12.31 AVERAGE FLOH VELOCITY(FEET/SEC.) = 3.27 PRODUCT OF DEPTH&VELOCITY = 1.32 STREETFL~ TRAVELTIMECMIN) = 3.31 TCCMIN) = 12.69 I I 10.00 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.090 SOIL CLASSIFICATION IS "e" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8800 SUBAREA AREACACRES) = .60 SUBAREA RUNOFF(CFS) = SUMMED AREACACRES) = 3.00 TOTAL RUNOFFCCFS) = END OF SUBAREA STREETFLOH HYDRAULICS: DEPTH(FEET) = .40 HALFSTREET FLOODHIDTH(FEET) = 12.31 FL~ VELOCITY(FEET/SEC.) = 3.60 DEPTH.VELOCITY = 1.45 I 1.10 6.07 I I fl~4 H-5 C.B. 'A-4J (,0 I ..****************************************************************.*.******. FL~ PROCESS FROM NODE 5.10 TO NODE 5.00 IS CODE = 3 II ---...---............-----------------..--------------.--------------------. >>>>>CCMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE CNON-PRESSURE FL~)<<<<< II ============================================================================ II ESTIMATED PIPE DIAMETERCINCH) INCREASED TO 18.000 DEPTH OF FL~ IN 18.0 INCH PIPE IS 3.9 INCHES PIPEFL~ VELOCITYCFEET/SEC.) = 21.8 UPSTREAM NODE ELEVATION = 1234.00 D~NSTREAM NODE ELEVATION = 1226.70 FL~LENGTHCFEET) = 20.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETERCINCH) = 18.00 NUMBER OF PIPES = PIPEFL~ THRU SUBAREACCFS) = 6.07 TRAVEL TIMECMIN.) = .02 TCCMIN.) = 12.71 I I *************************..***********...*********************************** II ..-------...--.---------....----------..------------...--------.----------.- FL~ PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< II ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 12.71 RAINFALL INTENSITYCINCH/HR) = 2.09 TOTAL STREAM AREACACRES) = 3.00 PEAK FL~ RATECCFS) AT CONFLUENCE = 6.07 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR Z STREAMS. I II ** PEAK STREAM NUMBER 1 2 FL~ RATE RUNOFF CCFS) 114.38 118.13 TABLE -- TIME CMIN.) 12.71 13.16 INTENSITY CINCH/HOUR) 2.089 2.049 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLL~S: PEAK FL~ RATECCFS) = 118.13 TeCMIN.) = 13.16 TOTAL AREACACRES) = 84.80 II ............................................................................ I II --:::::~~~~~~.~;~;~~~~~~~~~~;~~~;~~~~~~~~~~:::::~-~~~-:---~-...-------- >>>>>USING COMPUTER-ESTIMATED PIPESIZE CNON-PRESSURE FL~)<<<<< II ==~:;;:=~;=;:~=;:==:::~=;:;:=;;;:=;;==;:::=;:;::;========================== PIPEFL~ VELDCITYCFEET/SEC.) = 10.9 UPSTREAM NOOE ELEVATION = 1226.70 DOWNSTREAM NODE ELEVATION = 1221.00 FLOWLENGTHCFEET) = 630.00 MANNING'S N = .014 ESTIMATED PIPE DIAMETERCINCH) = 48.00 NUMBER OF PIPES = PIPEFL~ THRU SUBAREACCFS) = 118.13 TRAVEL TIMECMIN.) = .96 TCCMIN.) = 14.12 I II ~l I ...**....*******.............*********......................**.............. FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = II ---......--------..-....-----------------------.-..---------------------..-- >>>>>DESIGNATE INOEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.1 = 14.12 RAINFALL INTENSITY(INCH/HRI = 1.97 TOTAL STREAM AREA(ACRESI = 84.80 PEAK FLOW RATE(CFSI AT CONFLUENCE = 118.13 II II **************************************************************************** FLOW PROCESS FROM NODE 6.30 TO NODE 6.20 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ II ASSUMED INITIAL SUBAREA UNIFORM OEVELOPMENT IS SINGLE FAMILY(1/2 ACRE I TC = K*[(LENGTH**31/(ELEVATION CHANGEI]**.2 INITIAL SUBAREA FLOW-LENGTH = 500_00 UPSTREAM ELEVATION = 1250.00 DOWNSTREAM ELEVATION = 1241.20 ELEVATION DIFFERENCE = 8.80 TC = .422*[( 500.00**31/( 8.80)]**.2 = 11.374 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.221 SOIL CLASSIFICATION IS lIell SINGLE-FAMILY(1/2 ACRE LOTI RUNOFF COEFFICIENT = .7853 SUBAREA RUNOFF(CFSI = 6.45 TOTAL AREA(ACRES) = 3.70 TOTAL RUNOFF(CFSI = 6.45 II I I I *****.................*******.....***.******......**.........****........... FLOW PROCESS FROM NODE 6.20 TO NODE 6.10 IS CODE = 51 I >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVElTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM NODE ELEVATION = 1241.20 DOWNSTREAM NODE ELEVATION = 1232.00 CHANNEL LENGTH THRU SUBAREACFEETI = 450.00 CHANNEL SLOPE = .0204 CHANNEL BASE(FEETl = 10.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFSI = 6.45 FLOW VELOCITY(FEET/SECI = 2.58 FLOW DEPTH(FEETI = .23 TRAVEL TIME(MIN.1 = 2.91 TC(MIN.1 = 14.28 I I I **************************************************************************** FLOW PROCESS FROM NODE 6.20 TO NODE 6.10 IS CODE = 8 I -.---.------------..-..--.------------------.-------------------.-.--------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I 10.00 YEAR RAINFALL INTENSITY(INCH/HOURI = 1.959 SOIL CLASSIFICATION IS lIel! SINGLE-FAMILY(1/2 ACRE LOTI RUNOFF COEFFICIENT = .7735 SUBAREA AREA(ACRESI = 6.80 SUBAREA RUNOFFCCFSI = TOTAL AREA(ACRESI = 10.50 TOTAL RUNOFF(CFSI = I 10.30 16.76 H~8 H~'1 I J C.l>. A-3 ~<:. I I TC(MIN) = 14.28 II ............................................................................ FLOW PROCESS FROM NODE 6.10 TO NODE 6.00 IS CODE = 3 I ---...----....------....---------...------.........------..-----------....-- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< II ==~::;:=~;=;:~=;:==~:~~=;:~:=:;::=;;==~~~:=;:~::;========================== PIPEFLOW VELOCITY(FEET/SEC.) = 13.8 UPSTREAM NODE ELEVATION = 1226.00 DOWNSTREAM NODE ELEVATION = 1221.00 FLOWLENGTN(FEET) = 100.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 16.76 TRAVEL TIME(MIN.) = .12 TC(MIN.) = 14.40 II II II ............................................................................ FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 1 --------------------------------.------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VAlUES<<<<< ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.40 RAINFALL INTENSITY(INCH/HR) = 1.95 TOTAL STREAM AREA(ACRES) = 10.50 PEAK FLOW RATECCFS) AT CONFLUENCE = j6.76 I II RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I .. PEAK STREAM NUMBER 1 2 INTENSITY (INCH/HOUR) 1.971 1.950 FLOW RATE RUNOFF (CFS) 134.56 133.62 TABLE *. TIME (MIN.) 14.12 14.40 I I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 134.56 Te(MIN.) = TOTAL AREA(ACRES) = 95.30 14.12 II............................................................................ FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 3 ---------------------------------------......----.....-------.-------------- I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER.ESTIMATED PIPESIZE (NON-PRESSURE Fl~)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.0 PIPEFLOW VELOCITY(FEET/SEC.) = 11.9 UPSTREAM NODE ELEVATION = 1221.00 DOWNSTREAM NODE ELEVATION = 1220.00 FLOWLENGTH(FEET) = 100.00 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = 51.00 PIPEFLOW THRU SUBAREA(CFS) = 134.56 TRAVEL TIME(MIN.) = .14 TC(MIN.) = INCHES I = .014 NUMBER OF PIPES I 14.26 flot-/) FOR. CON Ft-Vf57JiEJ: ~E6 R'I~ 7'31 63 I I .................****.......................**................***...*****... FLOW PROCESS FROM NODE 8.40 TO NODE 8.30 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ I ASSUMEO INITIAL SUBAREA UNIFORM OEVELOPMENT IS CONOOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW. LENGTH = 800.00 UPSTREAM ELEVATION = 1277.90 OOWNSTREAM ELEVATION = 1262.30 ELEVATION OIFFERENCE = 15.60 TC = .359*[( 800.00**3)/( 15.60)]**.2 = 11.444 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.213 SOIL CLASSIFICATION IS IICII CONOOMINIUM OEVELOPMENT RUNOFF COEFFICIENT = .8329 SUBAREA RUNOFF(CFS) = 7.93 TOTAL AREA(ACRES) = 4.30 TOTAL RUNOFF(CFS) = 7.93 I I I I **...*.*************************...****.***************************.*****... FLOW PROCESS FROM NODE 8.30 TO NODE 8.20 IS CODE = 6 I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION = 1262.50 OOWNSTREAM ELEVATION = 1254.50 STREET LENGTH(FEET) = 670.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIOTH(FEET) = 20.00 I I OISTANCE FROM CROWN TO CROSS FALL GRAOEBREAK = 18.00 INTERIOR STREET CROSSFALL(OECIMAL) = .017 OUTSIOE STREET CROSSFALL(OECIMAL) = .080 I SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I **TRAVELTIME COMPUTEO USING MEAN FLOW(CFS) = 14.29 STREET FLOW MOOEL RESULTS: STREET FLOWOEPTH(FEE,) = .44 HALFSTREET FLOOOWIOTH(FEET) = 16.06 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.02 PRODUCT OF OEPTH&VELOCITY = 1.31 STREETFLOW TRAVELTIME(MIN) = 3.70 TC(MIN) = 15.15 I I 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.897 SOIL CLASSIFICATION IS IICII CONOOMINIUM OEVELOPMENT RUNOFF COEFFICIENT = .8244 SUBAREA AREA(ACRES) = 8.20 SUBAREA RUNOFF(CFS) = SUMMEO AREA(ACRES) = 12.50 TOTAL RUNOFF(CFS) = ENO OF SUBAREA STREETFLOW HYORAULICS: OEPTH(FEET) = .47 HALFSTREET FLOOOWIOTH(FEET) = 18.31 FLOW VELOCITY(FEET/SEC.) = 3.43 OEPTH*VELOCITY = 1.62 I 12.82 20.75 I **..**************..************......*****.******************************** II --~~~-~~~~~~.~~~-~~~...._~:~~.~~.~~~-----~:~~.~~.~~~.~.._~------------ >>>>>CQMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< H~IO I.HI II ============================================================================ rl-I~ ~'l I 1254.50 300.00 = 20.00 UPSTREAM ELEVATION = STREET LENGTHCFEET) = STREET HALF~IDTHCFEET) I DOWNSTREAM ELEVATION = CURB HEIGTHCINCHES) = 6. 1251.30 I DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAK = lB.OO INTERIOR STREET CROSSFALLCOECIMAL) = .017 OUTSIDE STREET CROSSFALLCDECIMAL) = .080 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I ""TRAVELTIME COMPUTED USING MEAN FLOWCCFS) = 21.56 STREETFLOW MODEL RESULTS: STREET FLOWOEPTHCFEET) = .49 HALFSTREET FLOOO~IDTHCFEET) = 19.44 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.18 PRODUCT OF DEPTH&VELOCITY = 1.57 STREETFLOW TRAVELTIMECMIN) = 1.57 TCCMIN) = 16.72 I I 10.00 YEAR RAINFALL INTENSITYCINCH/HOUR) = 1.796 SOIL CLASSIFICATION IS lie" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8212 SUBAREA AREACACRES) = 1.10 SUBAREA RUNOFFCCFS) = SUMMEO AREACACRES) = 13.60 TOTAL RUNOFFCCFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = .49 HALFSTREET FLOOO~IDTHCFEET) = 19.44 FLOW VELOCITYCFEET/SEC.) = 3.30 DEPTH"VELOCITY = 1.63 I 1.62 22.37 I ..**...****..************..*..************......*****............***...***** II --~~~-~~~~~~~-~~~-~~~-_._.~::~-~~-~~~-----~::~.~~-~~~-:_--~---_________ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< II ============================================================================ I USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 16.72 RAIN INTENSITYCINCH/HOUR) = 1.80 TOTAL AREACACRES) = 6.80 TOTAL RUNOFFCCFS) = 11.20 ...************..***..************.*****.*...***********.******************* II --~~~.~~~~~~~-~~~-~~~._...~::~.~~-~~~-----~::~.~~.~~~-:_--~-_..__._._-- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< II ==;~;:~=:~::;:=~;=;;:;::;=:==;============================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 16.72 II RAINFALL INTENSITYCINCH/HR) = 1.80 TOTAL STREAM AREACACRES) = 6.80 PEAK FLOW RATECCFS) AT CONFLUENCE = 11.20 II ...*****************...****....********......***********.*****.............. I FLOW PROCESS FROM NODE 8.60 TO NODE 8.50 IS CODE = 2 -----.--.---------------------------------.-------------------........------ >>>>>RATIONAl METHOD INITIAL SUBAREA ANALYSIS<<<<< II ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILYC1/2 ACRE) TC = K"[CLENGTH""3)/CELEVATION CHANGE)]"".2 INITIAL SUBAREA FLOW-LENGTH = 400.00 Coa. j./--/3 'B-5) ~5 I UPSTREAM ELEVATION = 1261.00 DOWNSTREAM ELEVATION = 1251.30 ELEVATION DIFFERENCE = 9.70 TC = .422*[( 400.00**3l/( 9.70)]**.2 = 9.757 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.416 SOil CLASSIFICATION IS lie" SINGLE'FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .7927 SUBAREA RUNOFF(CFS) = 2.68 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 2.68 I I I **************************************************************************** II .-----...-..------........-..---------.......-------......-----...---------. FLOW PROCESS FROM NOllE 8.50 TO NOllE 8.50 IS COIlE = >>>>>OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< II ============================================================================ II TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 9.76 RAINFALL INTENSITY(INCH/HR) = 2.42 TOTAL STREAM AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.68 STREAM 2 ARE: I **************************************************************************** FLOW PROCESS FROM NOllE 8.5. IS COIlE = 8.70 TO NOllE >>>>>RATIONAL METHOIl INITIAL SUBAREA ANALYSIS<<<<< II ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3l/(ELEVATION CHANGEl]**.2 INITIAL SUBAREA FLOW-LENGTH = 800.00 UPSTREAM ELEVATION = 1263.00 DOWNSTREAM ELEVATION = 1251.30 ELEVATION DIFFERENCE = 11.70 TC = .359*[( 800.00**3l/( 11.70)]**.2 = 12.121 10.00 YEAR RAINFALL INTENSITY(INCH/HOURl = 2.144 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8312 SUBAREA RUNOFF(CFS) = 8.02 TOTAL AREA(ACRES) = 4.50 TOTAL RUNOFF(CFS) = 8.02 I II II ************************************.*************************************** FLOW PROCESS FROM NOllE 8.5f TO NOllE 8.50 IS COIlE = II -----------...------------..--.---------......--------------.--------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VAlUES<<<<< II ============================================================================ I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 12.12 RAINFALL INTENSITY(INCH/HR) = 2.14 TOTAL STREAM.AREA(ACRESl = 4.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = I 8.02 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. II J-H4- iO~ I TABLE .. .. PEAK FLOW RATE II STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 15.67 9.76 2.416 2 1B.52 12.12 2.144 I 3 19.91 16.72 1. 796 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: II PEAK FLOW RATE(CFS) = 19.91 Tc(MIN.) = 16.72 TOTAL AREA(ACRES) = 12.70 FLOW PROCESS FROM NOllE 8.50 TO NOllE 8.00 IS COllE = ------------------------------------.--------------------------------....... I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON' PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- II DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.5 UPSTREAM NOllE ELEVATION = 1246.50 DOWNSTREAM NOllE ELEVATION = 1243.00 FLOWLENGTH(FEET) = 90.00 MANNING'S'N = .014 ESTIMATED PIPE DIAMETER(INCH)' 21.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) 19.91 TRAVEL TIME(MIN.)' .12 TC(MIN.)' 16.84 II II ****..************************.......***************************.....******* II --~~~-~~~~~~-~~~-~~~--._.~:~~_~~_~~~___..~:~~_~~_~~~.:____________..._ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< II ===..==========.=...=.====================================================== II TOTAL NUMBER OF STREAMS. 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 16.84 RAINFALL INTENSITY(INCH/HR) = 1.79 TOTAL STREAM AREA(ACRES) = 12.70 PEAK FLOW RATE(CFS) AT CONFLUENCE . 19.91 STREAM 1 ARE: II .************************...****************....**........................** II .---------...---------.....---------.......-------.-...---.---.~...-.....--- FLOW PROCESS FROM NOllE 8.80 TO NOllE 8.80 IS COllE = >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NOOE<<<<< II ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER.SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 16.72 RAIN INTENSITY(INCH/HOUR) = 1.80 TOTAL AREA(ACRES) . 6.80 TOTAL RUNOFF(CFS) = 11.20 II ******************************************************************.....*..** II FLOW PROCESS FROM NOllE 3 8.80 TO NOllE 8.00 IS COllE = ------.........---..........------.........----........-----------......---- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< II =======......====.====........======........===.=.=......============...==== II ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.)' 13.9 FLOIfJ IN /...AT.' &-4' C.B. I I 13-3 UNt?: ''IS I AP7'~ CONF'c..Ve>/c.E &>7 I UPSTREAM NODE ELEVATION = 1246.00 DOWNSTREAM NODE ELEVATION = 1243.00 FLOWLENGTH(FEETl = 46.00 MANNING'S N ESTIMATEO PIPE OIAMETER(INCHl = 18.00 PIPEFLOW THRU SUBAREA(CFSl = 11.20 TRAVEL TIME(MIN.l = .05 tC(MIN.l = 16.77 I .013 NUMBER OF PIPES = I ***************************************************************************. II __~~~_~~~~~~_~~~_~~~_____~:~~_~~_~~~_____~:~~_:~_~~~_:________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< II ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INOEPENOENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.l = 16.77 RAINFALL INTENSITY(INCH/HRl = 1.79 TOTAL STREAM AREA(ACRESl = 6.80 PEAK FLOW RATE(CFSl AT CONFLUENCE = 11.20 I 1 RAINFALL INTENSITY ANO TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK STREAM NUMBER 1 2 TABLE .. TIME (MIN. l 16.77 16.84 INTENSITY (INCH/HllUR) 1. 793 1. 789 FLOW RATE RUNOFF (CFSl 31.03 31.09 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOllOWS: I PEAK FLOW RATE(CFSl = TOTAL AREA(ACRESl = 31.09 Tc(MIN.) = 19.50 16.84 .**.**..........***...******...******************.................**.****... .' 8.00 TO NODE 9.00 IS CODE = 3 FLOW PROCESS FROM NODE I >>>>>COMPUTE PIPEFlOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATEO PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.l = 11.7 UPSTREAM NODE ELEVATION = 1243.00 DOWNSTREAM NODE ELEVATION = 1223.50 FLOWLENGTH(FEETl = 740.00 MANNING'S N = .014 ESTIMATEO PIPE DJAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFSl = 31.09 TRAVEL TIME(MIN.l = 1.05 TC(MIN.l = 17.89 I I **************************************************************************** FLOW PROCESS FROM NODE 9.30 TO NODE 9.20 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANAlYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMEO INITIAL SUBAREA UNIFORM OEVELOPMENT IS CONOOMINIUM TC = K*[(LENGTH**3l/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 650.00 I /fO'-D FOl! ~Ef!i PA"-€ ;r/5 CONFLlleNcE 72..- CJ8 I I UPSTREAM ELEVATION = 1266.50 DOWNSTREAM ELEVATION = 1251.40 ELEVATION DIFFERENCE = 15.10 TC = .359*[1 650.00"3)/1 15.10)]".2 = 10.00 YEAR RAINFALL INTENSITYIINCH/HOUR) = SOIL CLASSIFICATION IS "e" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8363 SUBAREA RUNOFFlCFS) = 3.55 TOTAL AREAlACRES) = 1.80 TOTAL RUNOFFlCFS) = 10.169 2.362 I I 3.55 **..*********************....*********************..************************ I FLOW PROCESS FROM NOOE 9.20 TO NOOE 9.10 IS COOE = 6 -..-----..-------------.-..-.----------------------------------------------- >>>>>COMPUTE STREETFl~ TRAVELTIME THRU SUBAREA<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = 1251.40 STREET LENGTHlFEET) = 750.00 STREET HALFWIDTHlFEET) = 20.00 DOWNSTREAM ELEVATION = 1231.50 CURB HEIGTHlINCHES) = 6. H-Ib I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.00 INTERIOR STREET CROSSFALLlDECIMAL) = .017 OUTSIDE STREET CROSSFALLlDECIMAL) = .080 I SPECIFIED NUMBER Of HALFSTREETS CARRYING RUNOFF = I "TRAVELTIME COMPUTED USING MEAN FLOWlCFS) = 4.00 STREET FLOW MOOEL RESULTS: STREET FLOWOEPTH(FEET) = .34 HALFSTREET FLOOOWIDTHlFEET) = 10.44 AVERAGE FLOW VElOCITY(FEET/SEC.) = 3.63 PROOUCT OF DEPTH&VELOCITY = 1.23 STREET FLOW TRAVELTIMElMIN) = 3.45 TClMIN) = 13.62 I I I 10.00 YEAR RAINFALL INTENSITYlINCH/HOUR) = 2.011 SOIL CLASSIFICATION IS lieu COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8793 SUBAREA AREAlACRES) = .50 SUBAREA RUNOFFlCFS) = SUMMED AREAlACRES) = 2.30 TOTAL RUNOFFlCFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHlFEET) = .36 HALFSTREET FLOOOWIDTNlFEET) = 11.56 FLOW VELOCITYlFEET/SEC.) = 3.38 DEPTH'VELOCITY = 1.21 .88 4.44 I I *.************************************************************************** II --~~~-~~~~~~~-~~~-~~~-----~:~~-~~-~~~-----~:~~-~~-~~~-:.._~------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONIMIN.) = 13.62 RAINFALL INTENSITYIINCH/HR) = 2.01 TOTAL STREAM AREA(ACRES) = 2.30 PEAK FLOW RATElCFS) AT CONFLUENCE = 4.44 I II ............................................................................ FLOW PROCESS FROM NOOE 9.40 TO NODE 9.10 IS COOE = 2 1- -- - - - - - - - - - - - - -- --- - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - H -II t.9 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- II ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC . K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH' 620.DD UPSTREAM ELEVATION. 1238.50 DOWNSTREAM ELEVATION. 1231.50 ELEVATION DIFFEREHCE . 7.00 TC. .303*[( 620.00**3)/( 7.00)].*.2 . 9.728 10.00 YEAR RA[NFALL INTENSITY(INCH/HOUR)' 2.420 SOIL CLASSIFICATION IS IICII COMMERC[AL DEVELOPMENT RUNOFF COEFFICIENT . .8821 SUBAREA RUNOFF(CFS) . 1.28 TOTAL AREA(ACRES) . .60 TOTAL RUNOFF(CFS) . 1.28 I I I **************************************************************************** III ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 9.10 TO NODE 9.10 [S CODE' >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< II ............................................................................ I TOTAL HUMBER OF STREAMS' 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.). 9.73 RAINFALL INTENSITY(INCH/HR). 2.42 TOTAL STREAM AREA(ACRES) . .60 PEAK FLOW RATECCFS) AT CONFLUENCE . 1.28 STREAM 2 ARE: I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK FLOII RATE TABLE -- STREAM RUNOFF TIME INTENSITY I NUMBER (CFS) (MIN.) CINCH/HOUR) 1 4.45 9.73 2.420 2 5.50 13.62 2.011 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) . 5.50 Te(MIN.)' 13.62 TOTAL AREA(ACRES) . 2.90 I **************************************************************************** II --~~~-~~~:~~-~~~-~~:-----~:~~-~~-~~:-----~:~~-~~-~~:-~---~------------ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< II ..;;;;::;:~:;;;::~;:::;;:;;:~:~.;:~:;:;:~~;~:;::~~~~::.:~~~:::::........... DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES PIPEFLOW VELOC[TY(FEET/SEC.)' 12.6 UPSTREAM NOOE ELEVATION' 1226.90 DOWNSTREAM NODE ELEVATION. 1223.50 FLOWLENGTHCFEET)' 40.00 MANNING'S N' .013 ESTIMATED PIPE DIAMETERCINCH)' 18.00 NUMBER OF PIPES' PIPEFLOW THRU SUBAREA(CFS) . 5.50 TRAVEL TIME(MIN.) . .05 TC(MIN.)' 13.67 I I I IZ '8-" ) C'T-'. ~ 7t'J I I .....***************.......*******.......**....****...................****.. FlO\l PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = ------------------....--.-----------..----------------------....----.------. >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CDNCENTRATION(MIN.) = 13.67 RAINFALL INTENSITY(INCH/HR) = 2.01 TOTAL STREAM AREA(ACRES) = 2.90 PEAK FLO\I RATE(CFS) AT CONFLUEHCE = 5.50 'I I *********************.****************....*****.*******************.*..***** I FLO\I PROCESS FROM NODE 9.60 TO NODE 9.50 IS CODE = 2 ---------...------------------------------------------.-------...------.---- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOW-LENGTH = BDD.DO UPSTREAM ELEVATION = 1253.80 DOWNSTREAM ELEVATION = 1231.50 ELEVATION DIFFERENCE = 22.30 TC = .359*[( BOO.00**3)/( 22.30)J**.2 = 10.654 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.302 SOIL CLASSIFICATION IS IIC" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8350 SUBAREA RUNOFF(CFS) = 6.73 TOTAL AREA(ACRES) = 3.50 TOTAL RUNOFF(CFS) = 6.73 I I I ********..**.......**.*..*****....*..**..*******.*****....****************** I FLOW PROCESS FROM NODE 3 9.50 TO NODE 9.00 IS CODE = ------.--------------....------------....---------------------------.-.----. >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< II ==;;;;::;;;=;;;;=;;::;;;:;;:~:~=;:~:;:;;;=;~=;:~~~~========================= DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.2 UPSTREAM NODE ELEVATION = 1227.00 DOWNSTREAM NODE ELEVATION = 1223.50 FLOWLENGTH(FEET) = 35.00 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = lB.OO PIPEFLOW THRU SUBAREA(CFS) = 6.73 TRAVEL TIME(MIN.) = .04 TC(MIN.) = 10.70 I I .013 NUMBER OF PIPES I ..***...........**************......*****..******..**.**.*.***********..**** I FLO\I PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 -------------------------.---------------.-.-.------------...--------.-.---- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFlUENCE<<<<< III ==~~~:~::~::;::~~::;::::;:~:=~::::::::::=::::::==:=:::~===================== TIME OF CDNCENTRATIDN(MIN.) = 10.70 RAINFALL INTENSITY(INCH/HR) = 2.30 I f.1~/e c.s. 'f5~1 ) 7/ I TOTAL STREAM AREACACRES) = 3.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.73 I **************************************************************************** II -.....-----------..--.........----......-----------.....-.-----~.....------- FLOW PROCESS FROM NOllE 9.00 TO NOllE 9.00 IS COIlE = >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- I ---------------------------------------------------------------------------- " I USER.SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 17.89 RAIN INTENSITY(INCH/HOUR) = 1.73 TOTAL AREACACRES) = 19.50 TOTAL RUNOFFCCFS) = 31.09 **.***.....*******.**...***..**.*****.....****.....**..*.********.*.***....* I FLOW PROCESS FROM NOllE 9.00 TO NOllE 9.00 IS COIlE = I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTe VARIOUS CONFLUEHCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUM8ER OF STREAMS = 3 CONFLUENCE VALUES USEO FOR INOEPENDENT STREAM 3 ARE: TIME OF CONCENTRATIONCMIN.) = 17.89 RAINFALL INTENSITY(INCH/HR) = 1.73 TOTAL STREAM AREA(ACRES) = 19.50 PEAK FLOW RATECCFS) AT CONFLUENCE = 31.09 I RAINFALL INTENSITY ANO TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. I '** PEAK STREAM NUMBER 1 2 3 Fl~ RATE TABLE ** RUNOFF T I ME CCFS) (MIN.) 29.62 10.70 35.14 13.67 40.90 17.89 INTENSITY (INCH/HOUR) 2.297 2.007 1. 730 I I I COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLL~S: PEAK FLOW RATECCFS) = 40.90 TcCMIN.) = 17.89 TOTAL AREACACRES) = 25.90 II ...............................................................;............ FLOW PROCESS FROM NOllE 9.00 TO NOllE 7.00 IS COIlE = ---......------.--.......------.-.........----.--........------............. ~ >>>>>COMPUTE PIPEFL~ TRAVELTIME THRU SUBAREA<<<<>>>>USING COMPUTER. ESTIMATED PIPESIZE (NON.PRESSURE FLOW)<<<<< . ============================================================================ I OEPTH OF FLOW IN 24.0 INCH PIPE IS 17.5 PIPEFLOW VELOCITY(FEET/SEC.) = 16.6 UPSTREAM NOllE ELEVATION = 1223.50 OOWNSTREAM NOllE ELEVATION = 1220.00 FLOWLENGTH(FEET) = 65.00 MANNING'S N ESTlMATEO PIPE OIAMETERCINCH) = 24.00 PIPEFLOW THRU SUBAREA(CFS) = 40.90 TRAVEL TIME(MIN.) = .07 TC(MIN.) = 17.96 INCHES I = .014 NUMBER OF PIPES = I **************************************************************************** I FLOIl PROCESS FROM NOllE 7.00 TO NOllE 7.00 IS COIlE = ~Eff f"Ar,F tP8 72 I I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.). 17.96 RAINFALL INTENSITY(INCH/HR) = 1.73 TOTAL STREAM AREA(ACRES) = 25.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 40.90 I ******...............*****...*******.***************...********......****.** II ---------------------------------------------------------------~------------ FLOW PROCESS FROM NOOE 7.00 TO NOOE 7.00 IS COOE = >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< I ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.26 RAIN INTENSITY(INCH/HOUR) = 1.96 TOTAL AREA(ACRES) = 95.30 TOTAL RUNOFF(CFS) = 134.56 II .*.....*.**********.*..***********.***********..***.*.**********.*****....** II ---------------------------------------------------------------------------- FLOW PROCESS FROM NOOE 7.00 TO NODE 7.00 IS COOE = >>>>>OESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< II ===================================================================;======;= II TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.26 RAINFALL INTENSITY(INCH/HR) = 1.96 TOTAL STREAM AREA(ACRES) = 95.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = I 134.56 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK STREAM NUMBER 1 2 FLOW RATE TABLE .. RUNOFF TIME (CFS) (MIN.) 167.05, 14.26 159.43 17.96 INTENSITY (INCH/HOUR) 1.961 1.727 I I COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 167.05 Tc(MIN.) = 14.26 TOTAL AREA(ACRES) = 121.20 I **************************************************************************** I FLOW PROCESS FROM NODE 7.00 TO NOOE 10.00 IS CODE = 3 ....-----------......----------...........---------......._----------------. I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER. ESTIMATED PIPESIZE (NON-PRESSURE FlOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 54.0 INCH PIPE IS 39.4 PIPEFLCW VELOCITY(FEET/SEC.) = 13.4 UPSTREAM NODE ELEVATION = 1220.10 DOWNSTREAM NOOE ELEVATION = 1216.70 FLCWLENGTH(FEET) = 285.00 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = 54.00 = .014 HUMBER OF PIPES = INCHES I ~E6 PA6€. ~3 73 I II PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(MIN.) = .35 167.05 TC(MIN.) = 14.61 .****..******....********...**.........******..****************.*.********** I FLOW PROCESS FROM NOllE 10.00 TO NOllE 10.00 IS COIlE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< II ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 14.61 RAINFALL INTENSITY(INCH/HR) = 1.93 TOTAL STREAM AREA(ACRES) = 121.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 1 ARE: 167.05 I ...**********.***........*****.****.*****....*****......**.....***********.. FLOW PROCESS FROM NOllE 10.20 TO NOllE 10.10 IS COIlE = >>>>>RATIOHAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[CLENGTH**3)fCELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW, LENGTH = 900.00 UPSTREAM ELEVATION = 1252.50 DOWNSTREAM ELEVATION = 1227.80 ELEVATION DIFFERENCE = 24.70 TC = .303.[( 900.00..3)/( 24.70)]...2 = 9.453 10.00 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.459 SOIL CLASSIFICATION IS"C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8824 SUBAREA RUNOFF(CFS) = 4.77 TOTAL AREA(ACRES) = 2.20 TOTAL RUNOFF(CFS) = H-I'I I I I 4.77 C.l!>. A_zJ II ............................................................................ 111 --::~:~~;~;~-;;~;~~~;~~~~~;;~~~;~~~~~~~~~~:~~~:~.~~~_:---~---_....._-- >>>>>USING COMPUTER.ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< II ==;;;;::;;~=;;;;=~;::;;;:;;:~:;=;:~:;:;;~=;~=;;~~~~========================= DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.7 UPSTREAM NODE ELEVATION = 1223.00 DOWNSTREAM NODE ELEVATION = 1216.70 FLOWLENGTH(FEET) = 26.00 MANNING'S N = .014 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 4.77 TRAVEL TIME(MIN.) = .03 TC(MIN.) = 9.48 I I I **************************************************************************** I ..~~~-~~~~~~-~~~-~~~....~~:~~-~~-~~~....~~:~~-~~-~~~_:---~------------ _ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< II===========~================================================================ 71- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 9.48 RAINFALL INTENSITY(INCH/HR) = 2.45 TOTAL STREAM AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.77 I I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK FLOW RATE TABLE .- STREAM RUNOF F TIME INTENSITY NUMBER (CFS) CMIN. ) (INCH/HOUR) 1 113.13 9.48 2.455 2 17D.81 14.61 1.934 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 170.81 Te(MIN.) = 14.61 TOTAL AREA(ACRES) = 123.4D I *****************.....**.******.***..*.******....................***.....**. I FLOW PROCESS FROM NODE lD.DD TO NODE 11.00 IS CODE = 3 ----------.--.....---------------.--------------....-------....._----------. I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 54.0 INCH PIPE IS 43.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.4 UPSTREAM NODE ELEVATION = 1216.70 DOWNSTREAM NODE ELEVATION = 1216.60 FLOWLENGTH(FEET) = 10.00 MANNING'S N = .014 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = PIPE FLOW THRU SUBAREACCFS) = 170.81 TRAVEL TIME(MIN.) = .01 TC(MIN.) = 14.63 I I ***...*.......****.............**......****.........................**...... FUN PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = I ---------.-.-------------..--------------......----------...-----------..--- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.63 RAINFALL INTENSITY(INCH/HR) = 1.93 TOTAL STREAM AREA(ACRES) = 123.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 170.81 I II ............................................................................ FLOW PROCESS FROM NODE 11.3D TO NODE 11.20 IS CODE = 2 II ---........-------......--------......------------....---------------..-.--- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K.[(LENGTH'.3)/(ELEVATION CHANGE)].'.2 INITIAL SUBAREA FLOW-LENGTH = 850.00 UPSTREAM ELEVATION = 1241.20 I H-20 75 I DOWNSTREAM ELEVATION = 1232.10 ELEVATION DIFFERENCE = 9.10 TC = .303.[( 850.00..3)/( 9.10)]...2 = 11.154 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.245 SOil CLASSiFICATION IS "CII COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8810 SUBAREA RUNOFF(CFS) = 2.57 TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 2.57 I I II ............................................................................ I --~:~-~~~~~~-~~~-~~~----~~:~~-~~-~~~----~~:~~-~~-~~~_:---~------------ >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1232.10 350.00 = 22.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1228.DD II DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 II SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNDFF = 1 I ..TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.01 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 10.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.39 PRODUCT OF DEPTH&VELOCITY = .87 STREET FLOW TRAVELTIME(MIN) = 2.44 TC(MIN) = 13.59 II I 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.013 SOIL CLASSIFICATION IS IIt'l COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8794 SUBAREA AREA(ACRES) = .50 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = END DF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 11.06 FLOW VELOCITY(FEET/SEC.) = 2.48 DEPTH.VELOCITY = .94 I .89 3.46 I II ............................................................................ FLOW PROCESS FROM NODE 11.10 TO NODE 11.00 IS CODE = 3 ----------....------------------------------------------------.-._---------- II >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USJNG COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE Fl~)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES PIPEFLOW VELDCITY(FEET/SEC.) = 15.8 UPSTREAM NODE ELEVATION = 1222.40 DOWNSTREAM NODE ELEVATION = 1216.60 FLOWLENGTH(FEET) = 25.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 3.46 TRAVEL TIME(MIN.) = .03 TC(MIN.) = 13.62 I I I {I-2/ , J C.f3. A-I 7f& I .**********.........******************..*************.*****************.**** I FLOW PROCESS FROM NODE 11.00 IS CODE = 11.00 TO NODE -.-------------------------.---------------------------------.-------------. >>>>>DESIGHATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUfS<<<<< II ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 13.62 RAINFALL INTENSITYCINCH/HR) = 2.01 TOTAL STREAM AREACACRES) = 1.BO PEAK FLOW RATECCFS) AT CONFLUENCE = I 3.46 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF CCFS) 162.49 174.13 TABLE ** TIME CMIN.) 13.62 14.63 INTENSITY (I NCH/HOUR) 2.011 1. 933 I I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 174.13 TeCMIN.) = TOTAL AREACACRES) = 125.20 14.63 I **************************************************************************** FLOW PROCESS FROM NODE 23.20 TO NOllE 23.10 IS CODE = 2 I --...----------......----------.-.....------------...-------.-...---------.. >>>>>RATJONAL METHOD INITIAL SUBAREA ANAlYstS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 680.00 UPSTREAM ELEVATION = 1285.00 DOWNSTREAM ELEVATION = 1270.00 ELEVATION DIFFERENCE = 15.00 TC = .303*[C 680.00**3)/C 15.00)]**.2 = B.828 10.00 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.553 SOIL CLASSIFICATION IS lie" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8829 SUBAREA RUNOFFCCFS) = 9.69 TOTAL AREACACRES) = 4.30 TOTAL RUNOFFCCFS) = 9.69 I I I II **************************************************************************** FLOW PROCESS FROM NODE 23.10 TO NODE 23.00 IS CODE = 51 1 -......-.-----....-----------.....----------....,------------.-...---------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FlOY<<<<< >>>>>TRAVElTIME THRU SUBAREA<<<<< II ==:;;;::::=:~:=:::::;;~:=:===;;;~~~~======================================= DOWNSTREAM NODE ELEVATION = 1257.00 CHANNEL LENGTH THRU SUBAREACFEET) = 400.00 CHANNEL SLOPE = .0325 CHANNEL BASECFEETl = 10.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = .030 MAXIMUM OEPTHCFEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 9.69 I I /0 t../N~ H~zz , I A -rR. z4/3/ 77 I II FLOW VELOCITY(FEET/SEC) = TRAVEL TIME(MIN.) = 1.95 .26 3.43 FLOW DEPTH(FEET) = TC(MIN.) = 10.77 *********************************.******************************......****** II --..-----.......-------.--.-...-----.....----------....--------~...--------. FLOW PROCESS FROM NODE 23.10 TO NODE 23.00 IS COIlE = >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< I ============================================================================ 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.288 SOIL CLASSIFICATION IS lien COMMERCIAL OEVELOPMENT RUNOFF COEFFICIENT = .8813 SUBAREA AREA(ACRES) = 10.30 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 14.60 TOTAL RUNOFF(CFS) = TC(MIN) = 10.77 I 20.77 30.46 I ******************************************...*******......***********....**. I FLOW PROCESS FR~ NODE 24.10 IS CODE = 2 24.20 TO NODE ----------------------------.-.-----------------------.....---------..------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANAlYSIS<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMEO INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[CLENGTH**3)/CElEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW'LENGTH = 900.00 UPSTREAM ELEVATION = 1306.10 DOWNSTREAM ELEVATION = 1270.00 ELEVATION DIFFERENCE = 36.10 TC = .303.[( 900.00..3)/( 36.10)l...2 = 10.00 YEAR RAINFAll INTENSJTYCINCH/H~R) ~ SOIL CLASSIFICATION IS "C" B.763 2.563 I I COMMERCIAL DEVELOPMENT SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = RUNOFF COEFFICIENT = .8830 3.40 1.50 TOTAL RUNOFF(CFS) = 3.40 II ............................................................................ I --~~~-~~~~~~~-~~~-~~~----~~:~~-~~.~~~----~~:~~-~~-~~~.:-..~----------.. >>>>>COMPUTE STREETFlOW TRAVELTIME THRU 5UBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = 1270.00 STREET LENGTH(FEET) = 1300.00 STREET HALFWIDTH(FEET) = 32.00 OOWNSTREAM ELEVATION = 1233.00 CURB HEIGTH(INCHES) = 6. I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 30.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .OBO I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = I ..TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 8.41 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .41 HALFSTREET FLOOOWIDTH(FEET) = 12.7B AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.66 PRODUCT OF DEPTH&VELOCITY = 1.92 STREET FLOW TRAVELTIME(MIN) = 4.65 TC(MIN) = 13.41 I I f/4-'!> C./3. 'C-l J f/-'24- H-z-'5 78 I 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.028 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8795 SUBAREA AREA(ACRES) = 5.60 SUBAREA RUNOFF(CFS) = SUMMEO AREA(ACRES) = 7.10 TOTAL RUNOFF(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .47 HALFSTREET FLOOOWIDTH(FEET) = 15.59 FLOW VELOCITY(FEET/SEC.) = 5.14 DEPTH'VELOCITY = 2.41 I 9.99 13.38 I II ............................................................................ FLOW PROCESS FROM NooE 12.40 TO NooE 12.30 IS CooE = 2 II ---------------------------------------------------------------------------- >>>>>RATIONAl METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- II ASSUMEO INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K'[(LENGTH..3)/(ELEVATION CHANGE)].'.2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1254.00 DOWNSTREAM ELEVATION = 1242.80 ELEVATION DIFFERENCE = 11.20 TC = .359*[( 1000.00..3)/( 11.20)]...2 = 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "e'l CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8269 SUBAREA RUNOFF(CFS) = 15.73 TOTAL AREA(ACRES) = 9.60 TOTAL RUNOFF(CFS) = 15.73 II II 13.980 1. 982 II II ............................................................................ FLOW PROCESS FROM NooE' 12.30 TO NooE 12.20 IS CooE = 6 II --------------------------------------------------------.------------------- >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ II UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1236.30 1242.80 600.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. II OISTANCE FROM CROWN TO CROSS fALL GRADEBREAK = 18.00 INTERIOR STREET CROSSFALL(OECIMAL) = .017 OUTSIOE STREET CROSSFALL(DECIMAL) = .080 II SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 II ..TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 21.80 STREET FLOW MooEL RESULTS: STREET FLOWOEPTH(FEET) = .49 HALFSTREET FLOOOWIDTH(FEET) = 19.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.22 PRooUCT OF DEPTH&VELOCITY = 1.58 STREETFLOW TRAVELTIME(MIN) = 3.11 TC(MIN) = 17.09 II II 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.775 SOIL CLASSIFICATION IS lIe" CONDOMINIUM OEVELOPMENT RUNOFF COEFFICIENT = .8205 SUBAREA AREA(ACRES) = 8.30 SUBAREA RUNOFF(CFS) = SUMMEO AREA(ACRES) = 17.90 TOTAL RUNOFF(CFS) = ENO OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .53 HALFSTREET FLOOOWIDTH(FEET) = 20_00 II 12.09 27.82 I C.1!3. r J ( C-z :S IZEP .~ WZ1? II-Z7 f't1>.ISq S.D.) 75 I FLOW VELOCITY(FEET/SEC.) = 3.34 DEPTH"VELOCITY = 1.78 I **************************************************************************** FLOW PROCESS FROM NODE 12.20 TO NODE 12.10 IS CODE = 6 II ----.....------.....------...-.-----....------------.-.......-----------.... >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ I UPSTREAM ELEVATION = 1236.30 STREET LENGTH(FEET) = 400.00 STREET HALFWIDTH(FEET) = 20.00 DOWNSTREAM ELEVATION = 1221.20 CURB HEIGTH(INCHES) = 6. 1 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .080 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I ""TRAVELTIME COMPUTEO USING MEAN FLOW(CFS) = 30.62 STREET FLOW MODEL RESULTS: STREET FLOWOEPTH(FEET) = .45 HALFSTREET FLOOOWIDTH(FEET) = 17.19 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.70 PRODUCT OF DEPTH&VELOCITY = 2.59 STREETFLOW TRAVELTIME(MIN) = 1.17 TC(MIN) = 18.26 1 I II 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "COO CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8183 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = SUNNEO AREA(ACRES) = 21.90 TOTAL RUNOFF(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .47 HALFSTREET FLOOOWIDTH(FEET) = 18.31 FLOW VELOCITY(FEET/SEC.) = 5.52 DEPTH"VELOCITY = 2.61 1.711 I 5.60 33.42 II **************************************************************************** FLOW PROCESS FROM NODE 12.50 TO NODE 12.50 IS CODE = 7 ---.------------------------------------------------------------------------ I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NOOE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: I TC(HIN) = 18.26 RAIN INTENSITY(lNCH/HOUR) = 1.71 TOTAL AREA(ACRES) = 11.00 TOTAL RUNOFF(CFS) = 16.70 1*********...*******..******************************************************* FLOW PROCESS FROM NODE 12.50 TO NODE 12.00 IS CODE = 3 ---------------------------------------------------------------------------- II >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FL~)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.8 UPSTREAM NODE ELEVATION = 1216.50 DOWNSTREAM NODE ELEVATION = 1214.70 FLOWLENGTH(FEET) = 60.00 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = 21.00 PIPEFLOW THRU SUBAREA(CFS) = 16.70 TRAVEL TIME(MIN.) = .09 TC(MIN.) = 18.35 I = .014 NUMBER OF PIPES = II J-ezf; e.B. 'E--S I CAPAC/7'Y et I II *******************~**********....*****************.***.*...*******...*****. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = -----.-----.-----------------------------.-------------------------.-------- II ============================================================================ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I TOTAL NUNBER OF STREANS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAN 1 ARE: TINE OF CONCENTRATION(NIN.) = lB.35 RAINFALL INTENSITY(INCH/HR) = 1.71 TOTAL STREAN AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.70 I I *****.......****.*..***********..*************.******************..********* FLOW PROCESS FROM NODE 12.60 TO NODE 12.60 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDRDLOGY INFORMATION AT NODE<<<<< II ============================================================================ 1 USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(NIN) = lB.26 RAIN INTENSITY(INCH/HOUR) = 1.71 TOTAL AREA(ACRES) = lD.90 TOTAL RUNOFF(CFS) = 13.30 II ****..**.....******......*******.******..........**************3************- FLOW PROCESS FROM NODE 12.60 TO NODE 12.00 IS CODE = ----.----------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<>>>>USING COMPUTER.ESTIMATED PJPESIZE (NON.PRESSURE Fl~)<<<<< ============================================================================ II ESTINATED PIPE DIANETER(INCH) INCREASED TO lB. 000 DEPTH OF FLOW IN 18.0 INCH PIPE IS B.O INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.6 UPSTREAM NODE ELEVATION = 121B.50 DOWNSTREAM NODE ELEVATION = 1214.70 FLOWLENGTH(FEET) = 35.00 NANNING'S N = .013 ESTINATED PIPE DIANETER(INCH) = 16.00 NUNBER OF PIPES = PIPE FLOW THRU SUBAREA(CFS) = 13.30 TRAVEL TINE(NIN.) = .03 TC(NIN.) = 18.29 I II I **************************************************************************** FLOW PROCESS FRaN NODE 12.00 TO NODE 12.00 IS CODE = 1 ~..._-----...._-------..._------_.....~------....._--------...----------.... >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<>>>>ANO COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ========================================================;=================== I TOTAL NUNBER OF STREANS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAN 2 ARE: TINE OF CONCENTRATION(NIN.) = 18.29 RAINFALL INTENSITY(INCH/HR) = 1.71 TOTAL STREAM AREA(ACRES) = 10.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.30 I I RAINFALL INTENSITY AND TINE OF CONCENTRATION RATIO CONFLUENCE FORNULA USED FOR 2 STREANS. II ** PEAK FLOW RATE TABLE ** STREAN RUNOFF TINE INTENSITY C.B. t-z' CAmclTY ~/ I NUMBER CCFS) CMIN.) (INCH/HOUR) 1 29.95 18.29 1. 709 I 2 29.98 18.35 1. 706 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 29.98 TeCMIN.) = 18.35 TOTAL AREACACRES) = 21.90 FLOW PROCESS FROM NOllE 12.DO TO NODE 13.00 IS CODE = I -------.----.-.-------------...---------------------------------------.----. >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESI2E CNON-PRESSURE FLOW)<<<<< ============================================================================ I DEPTN OF FLOW IN 24.0 INCH PIPE IS 16.4 INCHES PIPEFLOW VELOCITYCFEET/SEC.) = 13.1 UPSTREAM NODE ELEVATION = 1214.70 DOWNSTREAM NODE ELEVATION = 1201.00 FLOWLENGTNCFEET) = 400.00 MANNING'S N = .014 ESTIMATED PIPE DIAMETERCINCH) = 24.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREACCFS) = 29.98 TRAVEL TIMECMIN.) = .51 TCCMIN.) = 18.86 I 1 I **************..***..**........****.************.........*.*...************* FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 .-.------------------.-.---------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 18.86 RAINFALL INTENSITYCINCH/HR) = 1.68 TOTAL STREAM AREACACRES) = 21.9D PEAK FLOW RATECCFS) AT CONFLUENCE = I I 29.98 ***************************..*********************************..*******.**** I FLOW PROCESS FROM NODE 13.20 TO NODE 13.20 IS CODE = 7 ----..-----------------.-----------------.---------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< I ============================================================================ USER'SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 17.68 RAIN INTENSITYCINCH/HOUR) = 1.74 TOTAL AREACACRES) = .00 TOTAL RUNOFFCCFS) = I 3.40 **************************************************************************** I FLOW PROCESS FROM NODE 13.20 TO NODE 13.10 IS CODE = 6 ---------------------------------------.------------------------------------ >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< I ============================================================================ UPSTREAM ELEVATION = 1221.20 DOWNSTREAM ELEVATION = 1211.00 STREET LENGTHCFEET) = 420.00 CUR8 HEIGTHCINCHES) = 6. STREET HALFW/DTHCFEET) = 20.00 I I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = INTERIOR STREET CROSSFALLCDEClMAL) = .017 OUTSIDE STREET CROSSFALLCDECIMAL) = .080 18.00 C.l5. 1-1--29 &-Z' Fl..oJO,/- BY ~ I I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF. 2 I ">>ERROR: FLOW DEPTH EXCEEDS 5-FEET ABOVE STREET CROWN ..TRAVELTIME COMPUTED USING MEAN FLOWCCFS)' 5.42 STREET FLOW MODEL RESULTS: STREET FLOWDEPTHCFEET)' .32 HALFSTREET FLOOOWIDTHCFEET)' 9.31 AVERAGE FLOW VELOCITYCFEET/SEC.)' 2.97 PRODUCT OF DEPTH&VELOCITY . .95 STREET FLOW TRAVELTIMECMIN)' 2.36 TCCMIN)' 20.04 I I 10.00 YEAR RAINFALL INTENSITYCINCH/HOUR)' 1.626 SOIL CLASSIFICATION IS "C" CONDOMINIUM OEVELOPMENT RUNOFF COEFFICIENT' .8152 SUBAREA AREACACRES)' 2.90 SUBAREA RUNOFFCCFS) . SUMMED AREACACRES)' 2.90 TOTAL RUNOFFCCFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTHCFEET) = .34 HALFSTREET FLOOOWIDTHCFEET) = 10.44 FLOW VELOCITYCFEET/SEC.) = 3.28 DEPTH.VELOCITY = 1.12 I 3.84 7.24 I I ********************************************************....****.*********** FLOW PROCESS FROM NODE 13.10 TO NODE 13.00 IS CODE = 3 I >>>>>COMPUTE PIPEFlOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FL~)<<<<< ============================================================================ I ESTIMATED PIPE DIAMETERCINCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.3 INCHES PIPEFLOW VELOCITYCFEET/SEC.) = 22.3 UPSTREAM NODE ELEVATION = 1206.00 DOWNSTREAM NODE ELEVATION = 1201.00 FLOWLENGTHCFEET) = 15.00 MANNING'S N' .013 ESTIMATED PIPE DIAMETERCINCH) = 18.00 NUMBER OF PIPES = PIPE FLOW THRU SUBAREACCFS) . 7.24 TRAVEL TIMECMIN.) = .01 TCCMIN.) = 20.05 I I I **************************************...*********************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 --------------------------------------------------.------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFlUENCEO STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 20.05 RAINFALL INTENSITYCINCH/HR) = 1.63 TOTAL STREAM AREACACRES) = 2.90 PEAK FLOW RATECCFS) AT CONFLUENCE = 7.24 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I .. PEAK FLOW RATE TABLE .. STREAM RUNOFF TIME INTENSITY NUMBER CCFS) CMIN.) CINCH/HOUR) 1 36.79 18.86 1.681 I 2 36.23 20.05 1.625 c.e. &-1) 83 - I I COMPUTED CDHFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 36.79 Tc(MIN.) = 18.86 TOTAL AREA(ACRES) = 24.80 FLOW PROCESS FROM NOllE 13.00 TO NOllE 16.00 IS COIlE = I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.0 INCHES PIPEFLOW VELOCITYCFEET/SEC.) = 29.5 UPSTREAM NOllE ELEVATION = 1201.00 DOWNSTREAM NOllE ELEVATION' 1188.00 FLOWLENGTHCFEET)' 50.00 MANNING'S N' .014 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREACCFS) . 36.79 TRAVEL TIMECMIN.) = .03 TCCMIN.) = 18.89 I I II ...............................................................;............ FLOW PROCESS FROM NOllE 14.00 TO NOllE 14.00 IS CODE = >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NOOE<<<<< II =====.............================....====================================== I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN)' 15.71 RAIN INTENSITYCINCH/HOUR) = 1.86 TOTAL AREACACRES)' 53.00 TOTAL RUNOFFCCFS) = 96.00 ********************************.******************************************* II --:~~_~~~~~~_:~~_~~~____~~:~~_~~_~~~____~~:~~_~~_:~~_:___~____________ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESJZE (NON.PRESSURE FLOW)<<<<< II ===.......========.=......===========.......================================ II DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.6 PIPEFLOW VELOCITYCFEET/SEC.)" 15.9 UPSTREAM NOllE ELEVATION' 1219.20 DOWNSTREAM NOllE ELEVATION. 1210.80 FLOWLENGTHCFEET) = 315.00 MANNING'S N ESTIMATEO PIPE DIAMETERCINCH) = 39.00 PIPEFLOW THRU SUBAREACCFS) = 96.00 TRAVEL TIMECMIN.) = .33 TCCMIN.) = 16.04 INCHES I = .014 NUMBER OF PIPES I *****.....*********.***.***********......................****....*********** FLOW PROCESS FROM NOllE 15.00 TO NOllE 15.00 IS CODE = II ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFlUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- II TOTAL NUMBER OF STREAMS. 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 16.04 RAINFALL INTENSITYCINCH/HR)' 1.84 TOTAL STREAM AREACACRES) = 53.00 PEAK FLOW RATECCFS) AT CONFLUENCE = 96.00 II I HOLD FOil- ~ :PA~~ A.P. 151 C-OI./Ft..V67VC& eV. , , t../NEi 6 6' I .*.**...*.***********.**~***...***....*****.*****...**.*****..****.*.*****.. II ------------------------------------------------------.__..____~____________ FLOII PROCESS FROM NOOE 15.20 TO NOOE 15.10 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< II ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOII-LENGTH = 400.00 UPSTREAM ELEVATION = 1240.00 DOIINSTREAM ELEVATION = 1231.00 ELEVATION DIFFERENCE = 9.00 TC = .359*[( 400.00**3)/( 9.00)]**.2 = 8.428 10.00 YEAR RAINFALL INTENSITY(INCN/HOUR) = 2.619 SOIL CLASSIFICATION IS "Cn CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8414 SUBAREA RUNOFF(CFS) = 4.63 TOTAL AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 4.63 I I I *****************.....****.******....*************************************** II -----------------...-------------------------------------------~------------ FlOll PROCESS FROM NOOE 15.10 TO NOOE 15.00 IS COOE = >>>>>COMPUTE PIPEFtOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESI2E (NON-PRESSURE FLOW)<<<<< II ============================================================================ I ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOII IN 18.0 INCH PIPE IS 3.8 INCHES PIPEFLOII VELOCITY(FEET/SEC.) = 16.7 UPSTREAM NODE ELEVATION = 1227.00 DOWNSTREAM NOOE ELEVATION = 1210.80 FLOIILENGTN(FEET) = 75.00 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = 18.00 PIPEFLO\I THRU SUBAREA(CFS) = 4.63 TRAVEL TIME(MIN.) = .07 TC(MIN.) = I' = .013 NUMBER OF PIPES = 8.50 I ***.********************.*****....***.**........*********.*****....**....**. II .-~~~-~~~~~~~-~~~-~~~----~~:~~-~~-~~~----~~:~~-~~-~~~-:---~------------ >>>>>OESIGNATE 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.) = 8.50 RAINFALL INTENSITY(INCH/HR) = 2.61 TOTAL STREAM AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = I I 4.63 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE STREAM RUNOFF NUMBER 1 2 TABLE ** TIME (MIN.) 8.50 16.04 INTENSITY (INCH/HOUR) 2.606 1.838 I (CFj) 55.52 99.26 I , J C. 13. [)-~ f?5 I I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLL~S: PEAK FL~ RATE(CFS) = 99.26 Te(MIN.) = 16.04 TOTAL AREA(ACRES) = 55.10 I ********.***********.....***********..******************..********.********* FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 3 ---......-----------.-----------..------------------------------------------ I, >>>>>COMPUTE PIPEFlOW TRAVELTIME THRU SUBAREA<<<<< >>>>>U51NG COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FL~ IN 33.0 INCH PIPE IS 23.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 21.8 UPSTREAM NODE ELEVATION = 1210.80 D~NSTREAM NODE ELEVATION = 1188.00 FL~LENGTH(FEET) = 375.00 MANNING'S N = .014 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREACCFS) = 99.26 TRAVEL TIME(MIN.) = .29 TCCMIN.) = 16.33 m I I ...*****.......***************....*******..........*******....************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = .------------------------.-.....--------------.-.----------.._----.._------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFlUENCE<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENC~ VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 16.33 RAINFALL INTENSITYCINCH/HR) = 1.82 TOTAL STREAM AREACACRES) = 55.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 99.26 I I **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 18.86 RAIN INTENSITYCINCH/HOUR) = 1.68 TOTAL AREACACRES) = 24.80 TOTAL RUNOFFCCFS) = 36.79 I **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = II ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFlUENCED STREAM VALUES<<<<< II ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 18.86 RAINFALL INTENSITYCINCH/HR) = 1.68 TOTAL STREAM AREA(ACRES) = 24.BO PEAK FLOW RATECCFS) AT CONFLUENCE = I 36.79 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ?~ 'PAt::1< 84- ~t, I .* PEAK FLOW RATE TABLE *- I STREAM RUNOFF TIME INTENSITY NUMBER CCFS) CMIN.) (INCH/HOUR) 1 131.11 16.33 1.820 2 12B.47 18.86 1.681 I COMPUTED CONFLUENCE PEAK FLOW RATECCFS) TOTAL AREACACRES) = ESTIMATES ARE AS FOLLOWS: = 131.11 TeCMIN.) = 79.90 16.33 I I I .****...******....************.......***********...****.*.***......*****.*** FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 3 -....------........---------.-...-------------....------------.-.-------.... >>>>>COMPUTE P(PEFL~ TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESI2E CNON-PRESSURE FL~)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.4 PIPEFLOW VELOCITYCFEET/SEC.) = 21.2 UPSTREAM NODE ELEVATION = 1188.00 DOWNSTREAM NODE ELEVATION = 1181.00 FLOWLENGTHCFEET) = 140.00 MANNING'S N ESTIMATED PIPE DIAMETERCINCH) = 36.00 PIPEFLOW THRU SUBAREACCFS) = 131.11 TRAVEL TIMECMIN.) = .11 TCCMIN.) = 16.44 INCHES I = .014 NUMBER OF PIPES = I ***********..****.*****************..*****.*...*******.*.....********...**** I FLOW PROCESS FROM NODE 17.00 IS CODE = 17.00 TO NODE --..----------..------------....---------..----------.-----------..._------- >>>>>OESIGNATE INDEPENDENT STREAM FOR CONFlUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 16.44 RAINFALL INTENSITYCINCH/HR) = 1.81 TOTAL STREAM AREACACRES) = 79.90 PEAK FLOW RATECCFS) AT CONFLUENCE = 131.11 I 111 ............................................................................ FLOW PROCESS FROM NODE 17.20 TO NODE 17.10 IS CODE = 2 I ---------~--------.-------------------------------.-----------.-----------.. >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILYC1/2 ACRE) TC = K.[CLENGTH..3)/CELEVATION CHANGE)]...2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1245.00 DOWNSTREAM ELEVATION = 1189.00 ELEVATION DIFFERENCE = 56.00 TC = .422.[C 1DDO.00..3)/C 56.00)]...2 = 11.906 10.00 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.165 SOIL CLASSIFICATION IS IIC.. SINGLE-FAMILYC1/2 ACRE LOT) RUNOFF COEFFICIENT = .7830 SUBAREA RUNOFFCCFS) = 3.73 TOTAL AREACACRES) = 2.20 TOTAL RUNOFFCCFS) = 3.73 I I I I J-I,~I c. B. 'p-s) 97 I ************************************************.*************************** I FLOW PROCESS FROM NODE 17.00 IS CODE = 3 17.10 TO NODE --.-----------------------------------------.-.....-----.-----------.-.----- >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESI2E CNON-PRESSURE FLO~)<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETERCINCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES PIPEFLOW VELOCITYCFEET/SEC.) = 16.2 UPSTREAM NODE ELEVATION = 1184.50 DOWNSTREAM NODE ELEVATION = 11B1.00 FLOWLENGTHCFEET) = 15.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETERCINCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREACCFS) = 3.73 TRAVEL TIMECMIN.) = .02 TCCMIN.) = 11.92 I I I ****.*..*..******...*****************....*********************************** I FLOW PROCESS FROM NODE 17.00 IS CODE = 17.00 TO NODE --------.--------..---------------.....-------------------------------...._- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFlUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 11.92 RAINFALL INTENSITYCINCH/HR) = 2.16 TOTAL STREAM AREACACRES) = 2.20 PEAK FLOW RATECCFS) AT CONFLUENCE = 3.73 I I RAINFALL INTENSITY AND TIME OF CONCENTR~TION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I .. PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF CCFS) 98.83 134.24 TABLE .* TIME CMIN.) 11.92 16.44 INTENSITY (INCH/HOUR) 2.164 1.B13 I I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLL~S: PEAK FLOW RATECCFS) = 134.24 TeCMIN.) = 16.44 TOTAL AREA(ACRES) = 82.10 I *.....*.*****.......***.........***...............................********** FLOW PROCESS FROM NODE 18.30 TO NODE 18.20 IS CODE = 2 II ------.....-------.....------.....-------....-----------....--------.-.----- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FL~.LENGTH = 450.00 UPSTREAM ELEVATION = 1241.00 DOWNSTREAM ELEVATION = 1237.00 ELEVATION DIFFERENCE = 4.00 TC = .303*[C 450.00**3)/C 4.00)]**.2 = 8.976 10.00 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.530 SOIL CLASSIFICATION IS I.e" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8828 I I I -roo 11--3 z.. , tINE' /)/ 772. Z4/e7 t:;p. I SUBAREA RUNOFFCCFS) = TOTAL AREACACRES) = 1.56 .70 TOTAL RUNOFFCCFS) = 1.56 I **************..*********************.*******..**********************.****** I FLOW PROCESS FROM NODE 18.20 TO NODE 18.10 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< ~ ============================================================================ I UPSTREAM ELEVATION = 1237.00 STREET LENGTHCFEET) = 650.00 STREET HALFWIDTHCFEET) = 22.00 DOWNSTREAM ELEVATION = CURB HEIGTHCINCHES) = 6. 1218.00 I I DISTANCE FROM CR~N TO CROSSFALL GRADEBREAK = INTERIOR STREET CROSSFALLCDECIMAL) = .020 OUTSIDE STREET CROSSFALLCDECIMAL) = .080 20.00 SPECIFIED NUMBER OF HAlFSTREETS CARRYING RUNOFF = 1 I ""TRAVELTIME COMPUTED USING MEAN FL~CCFS) = 2.60 STREETFLOW MODEL RESULTS: STREET FLOWDEPTHCFEET) = .30 HALFSTREET FLOOOWIDTHCFEET) = 7.31 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.69 PRODUCT OF DEPTH&VELOCITY = 1.12 STREET FLOW TRAVELTIMECMIN) = 2.94 TCCMIN) = 11.91 I I 10.00 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.165 SOIL CLASSIFICATION IS IICII COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8805 SUBAREA AREACACRES) = 1.10 SUBAREA RUNOFFCCFS) = SUMMED AREACACRES) = 1.BO TOTAL RUNOFFCCFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = .34 HALFSTREET FLOOOWIDTHCFEET) = 9.19 FLOW VELOCITYCFEET/SEC.) = 3.61 DEPTH"VELOCITY = 1.23 I 2.10 3.66 I I *****************************....********.......***************.************ FLOW PROCESS FROM NODE 18.10 TO NODE 18.00 IS COOE = 6 I"'. ..............................~....................._-...................... >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTHCFEET) = STREET HAlFWIDTH(FEET) 1180.00 121B.00 700.00 = 22.00 DOWNSTREAM ELEVATION = CURB HEIGTHCINCHES) = 6. I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = 20.00 INTERIOR STREET CROSSFALLCDECIMAL) = .020 OUTSIDE STREET CROSSFALLCDECIMAL) = .OBO 'I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 'I ""TRAVELTIME COMPUTED USING MEAN FLOWCCFS) = 4.87 STREETFL~ MODEL RESULTS: STREET FLOWDEPTHCFEET) = .33 HALFSTREET FLOODWIDTHCFEET) = 8.56 AVERAGE FLOW VELOCITYCFEET/SEC.) = 5.39 PRODUCT OF DEPTH&VELOCITY = 1.76 STREETFLOW TRAVELTIMECMIN) = 2.17 TCCMIN) = 14.08 I I H-j3 f/-34 (fl I 6S.L = A1IJ013^.H1d30 lr.S = (.J3S/133~)A1IJ013^ ~l~ LS.6 = (133~)H101"OOOl~ 133H1S~lYH sr. = (133~)N1d30 :SJIlnY~OAH ~1~133~1S Y3~YSnS ~O OH3 (S~J)~~OHn~ lY101 oz.r = (S3~JY)Y3~Y 03MMnS = (S~J)~~ONnH Y3HYSnS O'.L = (S3HJY)Y3HY Y3HysnS L6lS. = 1N3IJI~~30J ~~OHnH 1H3Hd013^30 lYIJH3HNOJ ":>1' 51 NOI1YJI:HSSV1J lIOS 'l6.L = (HnoH/HJNI)A1ISN31NI llY~NIYH HY3A OO.OL I 60"9 r,.z I ............................................................................ II 300N HOH~ SS3JOHd ~H 300N 01 00.6L l = 300J SI 00.6L --------------------..----------------------------------------------------.. II >>>>>3ooN IY NOIIVH~O~NI AD010~aAH 03I3IJ3dS ~3sn<<<<< ============================================================================ I SO"ts = (S~J)~~ONnH lY101 or.s, = (S3HJY)Y3HY lY101 ~.L = (HnoH/HJNI)A1ISN31NI NIYH 00.9L = (NIH)J1 :S~llO~ SY 3HY S3nlY^ 031~IJ3dS-H3sn ............................................................................ II 300N HOH~ SS3JOHd ~l~ 300N 01 OO.6L r = 300J SI OO.OZ I ---.----------------.---------------------------------..-----------....----- >>>>>(MO'~ 3HnSS3Hd-NON) 3ZIS3dld 031YHI1S3-H31ndHOJ 9NI50<<<<< >>>>>Y3HVanS nHHl 3H1113^VHl ~1~3dld 31ndHOJ<<<<< I ============================================================================ I 'S.9L = (.NIHlJ1 'S. = (.NIHl3MI1 13^YH1 so.rs = (S~J)Y3HYSnS nHH1 ~1~3dld = S3dld ~O H3aHnN oo.rr = (HJNI)H313NVIO 3dld 031YHI1S3 'LO. = N S,ONINNVH 00.009 = (133~lH10N31~1~ OO.SSLL = N011Y^313 300N HY3H1SN~O OO.LLZL = N011V^313 300N HV3H1Sdn '.SI = (.J3S/133~)A1IJ013^ ~1~3dId S3HJNI s.r2 SI 3dId NJNI o.rr NI ~l~ ~O H1d30 I I ............................................................................ 300N HOH~ SS3JOHd ~l~ 300N 01 OZ.OZ 2 = 300J SI OL.OZ -.---------...-------...----------------------....------.....----......----. ============================================================================ II >>>>>SISA1VNV V3~V8ns lVlllNI OOH13H lVNOllV~<<<< l10S 119.Z = (HnoH/HJNI)A1ISN31NI llV~NIVH HV3A 00.01 Ll'.S = Z...[(OS.6Z )/(r..00.009 l].6~r. = J1 OS.62 = 3JN3H3~~IO N011V^313 01.S611 = N011V^313 HV3H1SN~O 09.,ZZI = N011Y^313 MY3H1Sdn 00.009 = H10N31-~1~ Y3HYBnS lVI1INI Z...[(30NVHJ NOI1V^313l/(r..H10N31)].l = J1 MnINlNOONOJ SI 1N3Nd013^30 HHO~INn V3Hvans lVI11NI 03Hnssy LS.9 I I I ............................................................................ II 300N HOHl SS3JOHd ~l~ 300N 01 OL .OZ = 300J. SI OL .OZ ..-----..-----....------...----....-----...----....-----.....----..-----...- I >>>>>3JN3nl~NOJ HO~ HV3H1S 1N30N3d30NI 31VN~IS30<<<<< {v-o, .g ';7 h5J "4."11' 31/W ~ ~0:J (]'1of1 5~-H ("'.S; L9/PZ.;?J- ~~) (;J 3N/, { Zb "3 ~/'C!hT7d f'lt77 Jb I ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 8.48 RAINFALL INTENSITYCINCH/HR) = 2.61 TOTAL STREAM AREACACRES) = 3.10 PEAK FLOW RATECCFS) AT CONFLUENCE = 6.81 II II **************************************************************************** FLOW PROCESS FROM NODE 20.30 TO NODE 20.10 IS COOE = 2 ~.._--.__._--------------------------------------------------------------... I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSlS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- II ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[CLENGTH**3)/CELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOW-LENGTH = 590.00 UPSTREAM ELEVATION = 1220.30 DOWNSTREAM ELEVATION = 1195.10 ELEVATION DIFFERENCE = 25.20 TC = .359*[C 590.DO**3)/C 25.20)J**.2 = 8.661 10.00 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.580 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8406 SUBAREA RUNOFFCCFS) = 4.77 TOTAL AREACACRES) = 2.20 TOTAL RUNOFFCCFS) = 4.77 J.I ~?/p I II I I **************************************************************************** _ FLOY PROCESS FROM NODE 20.10 TO NOOE 20.10 IS CODe = 1 .--------------------------------.-.---------------------.-.._----..._------ II >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 8.66 RAINFALL INTENSITYCINCH/HR) = 2.5B TOTAL STREAM AREACACRES) = 2.20 PEAK FLOW RATECCFS) AT CONFLUENCE = 4.77 I , RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I .* PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER CCFS) CMIN.) CINCH/HOUR) 1 11.48 B.48 2.611 I 2 11.50 8.66 2.580 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLL~S: I PEAK FLOW RATECCFS) = 11.4B TeCMIN.) = 8.48 TOTAL AREACACRES) = 5.30 e.s. IF~.3/ II ******************************************************...................... FLOW PROCESS FROM NODE 20.10 TO NODE 20.00 IS CODE = 3 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< 1/ I >>>>>USING COMPUTER-ESTIMATED PIPESIZE CNON-PRESSURE FLOY)<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ESTIMATED PIPE DIAMETERCINCH) INCREASED TO 18.000 OEPTH OF FLOW IN 18.0 INCH PIPE IS 8.7 INCHES PIPEFLOW VELOCITYCFEET/SEC.) = 13.5 UPSTREAM NODE ELEVATION = 1190.00 DOWNSTREAM NODE ELEVATION = IlB5.00 FLOWLENGTHCFEET) = B5.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETERCINCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREACCFS) = 11.48 TRAVEL TIMECMIN.) = .10 TCCMIN.) = 8.58 I I ********....***......**.........***..***********..*...********************.* FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 8.58 RAINFALL INTENSITYCINCH/HR) = 2.59 TOTAL STREAM AREACACRES) = 5.30 PEAK FLOW RATECCFS) AT CONFLUENCE = 11.48 I I .****.......*...**********.......***********.....****.****.......*********** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 7 -----..--------------------------------------------------....--------------- I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NOOE<<<<< ============================================================================ I USER-SPECIFIED VALUES ARE AS FOLL~S: TCCMIN) = 16.54 RAIN INTENSITYCINCH/HOUR) = 1.81 TOTAL AREACACRES) = 4B.30 TOTAL RUNOFFCCFS) = B3.05 I **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = -----.......----------......----------........---------....--------------.-- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 16.54 RAINFALL INTENSITYCINCH/HR) = 1.81 TOTAL STREAM AREACACRES) = 48.30 PEAK FLOW RATECCFS) AT CONFLUENCE = 83.05 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAl( FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER CCFS) CMIN.) CINCH/HOUR) 1 54.57 8.58 2.593 I 2 91.05 16.54 1.807 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLL~S: I PEAK FLOW RATECCFS) = 91. 05 TeCMIN.) = 16.54 :sa; 7AM~ 90 '1Z I TOTAL AREACACRES) = 53.60 I *..*****...**..**********.......**************...........**..............**. FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 3 I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE CNON-PRESSURE FL~)<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.0 INCHES PIPEFLOW VELOCITYCFEET/SEC.) = 15.4 UPSTREAM NODE ELEVATION = 1185.00 DOWNSTREAM NOOE ELEVATION = 1182.70 FLOWLENGTHCFEET) = 100.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETERCINCH) = 36.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREACCFS) = 91.05 TRAVEL TIMECMIN.) = .11 TCCMIN.) = 16.65 I I .....****************........******...***...*****.**....********.....******* FL~ PROCESS FROM NODE 21.00 TO NODE 21.00 IS COOE = 1 ~._--------------_.__...._-------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 16.65 RAINFALL INTENSITYCINCH/HR) = 1.80 TOTAL STREAM AREACACRES) = 53.60 PEAK FLOW RATECCFS) AT CONFLUENCE = 91.05 I I ***********************.*...************************************************ FLOW PROCESS FROM NODE 21.20 TO NOOE 21.10 IS CODE = 2 .-.-----.......---------.-----.--------------------------.------------------ II ==::::::::;;::;~:;:;;;:~:;~:::::~~:;;~::::~::~::::::======================== DEVELOPMENT IS CONDOMINIUM TC = K*[CLENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 750.00 UPSTREAM ELEVATION = 1219.30 D~NSTREAM ELEVATION = 1190.00 ELEVATION DIFFERENCE = 29.30 TC = .359*[C 750.0D**3)/C 29.30)].*.2 = 9.705 10.00 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.423 SOIL CLASSIFICATION IS "e" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8376 SUBAREA RUNOFFCCFS) = 4.67 TOTAL AREACACRES) = 2.30 TOTAL RUNOFFCCFS) = I I I I 4.67 1**************************************************************************** FLOW PROCESS FROM NODE 21.10 TO NODE 21.00 IS CODE = 3 -----------------.----------.----------------------------------------------- >>>>>COMPUTE PJPEFLOW TRAVELTIME THRU SUBAREA<<<<>>>>USING COMPUTER-ESTIMATED PIPESIZE CNON-PRESSURE FLOW)<<<<< . =========================================================:==:::=:=========== I ESTIMATEO PIPE DIAMETERCINCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES H~~7 C.I5. 'F-2-} 1~ I I PIPEFLOW VELOCITYCFEET/SEC.) = 9.9 UPSTREAM NODE ELEVATION = 1184.35 D~NSTREAM NODE ELEVATION = 1182.90 FLOWLENGTHCFEET) = 30.00 MANNING'S N ESTIMATED PIPE DIAMETERCINCH) = 18.00 PIPEFLOW THRU SUBAREACCFS) = 4.67 TRAVEL TIMECMIN.) = .05 TCCMIN.) = 9.76 = .013 NUMBER OF PIPES = I II ............................................................................ FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONfLUENCED STREAM VAlUES<<<<< ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 9.76 RAINFALL INTENSITYCINCH/HR) = 2.42 TOTAL STREAM AREACACRES) = 2.30 PEAK FLOW RATECCFS) AT CONFLUENCE = 4.67 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. 1 ** PEAK STREAM NUMBER 1 2 TABLE -- TIME CMIN.) 9.76 16.65 FLOW RATE RUNOFF CCFS) 58.02 94.53 INTENSITY (INCH/HOUR) 2.416 1. 800 1 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 94.53 TeCMIN.) = 16.65 TOTAL AREACACRES) = 55.90 II ............................................................................ FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 3 I ----------......----------.-...---------------.----------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE CNON-PRESSURE FLOW)<<<<< ============================================================================ I DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.1 PIPEFLOW VELOCITYCFEET/SEC.) = 14.8 UPSTREAM NODE ELEVATION = 1182.70 D~NSTREAM NODE ELEVATION = 1174.00 FLOWLENGTHCFEET) = 390.00 MANNING'S N ESTIMATED PIPE DIAMETERCINCH) = 39.00 PIPEFLOW THRU SUBAREACCFS) = 94.53 TRAVEL TIMECMIN.) = .44 TCCMIN.) = INCHES I = .014 NUMBER OF PIPES = I 17.09 1************.*****...**********....*****************..**************........ FLOW PROCESS FROM NODE 22.20 TO NODE 22.10 IS COCE = 2 ---------------------------------...---------------------------------------- II ==:::::::::~::~=::::~=::::::~=:~:::::=:::~:::::::::======================== ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K.[CLENGTH..3)/CELEVATION CHANGE)]...2 1 1Ia.J> ~ ~~3q Ft7/L c.o-,Pt..VE7VCG" p,<ra-,,- 97 14 I INITIAL SUBAREA FLOW, LENGTH = 1000.00 UPSTREAM ELEVATION = 1225.70 DOWNSTREAM ELEVATION = 1185.00 ELEVATION DIFFERENCE = 40.70 TC = .359*[C 1000.00"3)/C 40.70l]".2 = 10.800 10.00 YEAR RAINFALL INTENSITYCINCH/HOURl = 2.285 SOIL CLASSIFICATION IS "e" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8346 SUBAREA RUNOFFCCFS) = 10.30 TOTAL AREACACRESl = 5.40 TOTAL RUNDFFCCFSl = 10.30 I I II II ............................................................................ FLOW PROCESS FROM NODE 22.10 TO NODE 22.10 IS CODE = I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 10.80 RAINFALL INTENSITYCINCH/HR) = 2.28 TOTAL STREAM AREACACRES) = 5.40 PEAK FLOW RATECCFS) AT CONFLUENCE = 10.30 II I .*************...**..***********************..************..**.........***** FLOW PROCESS FROM NODE 21.30 TO NODE 22.30 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K'[CLENGTH"3l/CELEVATION CHANGE)]".2 INITIAL SUBAREA FL~-LENGTH = 1000.00 UPSTREAM ELEVATION = 1216.60 D~NSTREAM ELEVATION = 1190.00 ELEVATION DIFFERENCE = 26.60 TC = .303'[C 1000.00"3)/C 26.60)]".2 = 9.922 10.00 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.394 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8820 SUBAREA RUNOFFCCFS) = 6.12 TOTAL AREACACRES) = 2.90 TOTAL RUNOFFCCFS) = 6.12 I I I I .*****..***..**.*...******************************************************** FLOW PROCESS FROM NODE 22.30 TO NODE 22.10 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< I ============================================================================ UPSTREAM ELEVATION = 1190.00 DOWNSTREAM ELEVATION = 11B5.DO STREET LENGTHCFEET) = 300.00 CURB HEIGTHCINCHESl = 6. STREET HALFWIDTHCFEET) = 22.00 I I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = INTERIOR STREET CROSSFALLCDECIMAL) = .020 OUTSIDE STREET CROSSFALLCDEClMALl = .080 20.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = I /-I-3~ 1-1 ~10 15 I ""TRAVELTIME COMPUTED USING MEAN FLDWCCFS) = 7.33 STREET FLOW MODEL RESULTS: STREET FLOWDEPTHCFEET) = .43 HALFSTREET FLOODWIDTHCFEET) = 13.56 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.64 PRODUCT OF DEPTH&VELOCITY = 1.56 STREETFLOW TRAVELTIMECMIN) = 1.37 TCCMIN) = 11.29 I I I 10.00 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.229 SOIL CLASSIFICATION IS "ell CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .B333 SUBAREA AREACACRES) = 1.30 SUBAREA RUNOFFCCFS) = SUMMED AREACACRES) = 4.20 TOTAL RUNOFFCCFS) = END OF SUBAREA STREETFL~ HYDRAULICS: DEPTHCFEET) = .45 HALFSTREET FLOODWIDTHCFEET) = 14.Bl FLOW VELOCITYCFEET/SEC.) = 3.61 DEPTH"VELOCITY = 1.63 I 2.41 8.54 II ********.********************...****************..............******........ II --~~~.~~~~~~-~~~-~~~----~~:~~.~~.~~~..._~~:~~.~~-~~~_:-_.~.___________ >>>>>OESIGNATE INDEPENDENT STREAM fOR CONFLUENCE<<<<< II >>>>>AND COMPUTE VARIOUS CONfLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 11.29 RAINFALL INTENSITYCINCH/HR) = 2.23 TOTAL STREAM AREACACRES) = 4.20 PEAK FLOW RATECCFS) AT CONFLUENCE = I I 8.54 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. .. PEAK FL~ RATE TABLE .. II STREAM NUMBER 1 2 INTENSITY (INCH/HOUR) 2.2B5 2.229 RUNOFF CCFS) 18.46 18.58 TIME CMIN. ) 10.80 11.29 I COMPUTED CONFLUENCE PEAK FLOW RATECCFS) TOTAL AREACACRES) = ESTIMATES ARE AS FOLL~S: = 18.46 TeCMIN.) = 9.60 10.BO C.f$. I .**.....********...******..**.***.***********.........**..........**........ I FLOW PROCESS FROM NODE 22.10 TO NODE 22.00 IS CODE = 3 ----------..._------------------.-------_._-----------------------.-...._--- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FlO~)<<<<< ============================================================================ DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.7 INCHES I PIPEFLOW VELDCITYCFEET/SEC.) = 16.8 UPSTREAM NODE ELEVATION = 1181.00 DOWNSTREAM NODE ELEVATION = 1174.00 FLOWLENGTHCFEET) = 90.00 MANNING'S N = .013 I ESTIMATED PIPE DIAMETERCINCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREACCFS) = 18.46 TRAVEL TIMECMIN.) = .09 TCCMIN.) = 10.89 I , F-I J 7t I **************************************************************************** II .-~~~-~~~:~~-~~~.~~:.---~~:~~.~~.~~:....~~:~~-~~-:~=-:--......-------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< II ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONCMIN.) = 10.B9 RAINFALL INTENSITYCINCH/HR) = 2.27 TOTAL STREAM AREACACRES) = 9.60 PEAK FLOW RATECCFS) AT CONFLUENCE = 1B.46 II ****************************************************.*********************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< I ==R========================================================================= USER-SPECIFIED VALUES ARE AS FOLLOWS: TCCMIN) = 17.09 RAIN INTENSITYCINCH/HOUR) = 1.77 TOTAL AREACACRES) = 55.90 TOTAL RUNOFFCCFS) = 94.50 I ..*****************...**********.**....***..*****************************.*. FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS COOE = II ----............---------..........---------......------------.-...-------.- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMIN.) = 17.09 RAINFALL INTENSITYCINCH/HR) = 1.77 TOTAL STREAM AREACACRES) = 55.90 PEAK FLOW RATECCFS) AT CONFLUENCE = 94.50 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. II ** PEAl( STREAM NUMBER 1 2 FLOW RATE TABLE ** RUNOFF TIME CCFS) CMIN.) 78.67 10.89 10B.90 17.09 INTENSITY CINCH/HOUR) 2.274 1.775 I I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 108.90 TeCMIN.) = 17.09 TOTAL AREACACRES) = 65.50 II ==::~=~;=;;~~~=;~::::~:===================================================== PEAK FLOW RATECCFS) = 108.90 TeCMIN.) = 17.09 TOTAL AREACACRES) = 65.50 II ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS I I ?~ PAG-E '14 -rtl I-I#t 'pI r~. Z418~ 17 I I I I I I STREET CAPACITY I ANALYSIS I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I JOB ~ "Rgbetf <J3eif/.. "William "Ftbst r:&c51Issociates PROFESSIONAL ENGINEERS, PLANNERS & SURVEYORS 14725 ALTON PARKWAY. POBOX 19739 -IRVINE, CA 92718 (714) 472.3505 . FAX (714) 472.8373 --r:2. .741 t3 8 JOB NO SCALE /fl. T 5. SHEET NO CALCULATEOBY /II. /l1~ DATE /If/h!e/l ~'l'lL CHECKEO BY _/I. Iftc!t'n DATE -#~Lt'f!.~L_ TITLE _5"r~ c'//p/1e/7r ##~.X/?/...s._ :e) ~ I ,e/w TP?/C/ft... ::>/,a;,cI sec7/zx/ ;7ii!!. Z4/ea ~1,Ij pol ~ W 10' 401 / If) /01 Z' -u,/ Z, 10/ lIz.. ~ 1. CllfllCrry FV~ ~ CA~ry ('0 ~.) s- -O.oz. ~-L-= -= - ~ ..,.01.- ,4- (!J.Z/) t!),d/ 0.31' tJ./b' 0017 ~~ . s- - o.o/,? 1t:-) AREA /W~-rrG'{) PF21#C7i92!lNtJIZA1JUG eA-[)ltJ.5 ~/IT/(W.$ I. FULL- ~r,e&l3T C/!r/lClry (;0 - ye;qe -rop ~p C-t/,eB) A ~ (40'){O.03~+ Z/!!z./IBXf).JI')] + zl1Z ')(0,3/)] t Z lJ!zYZ.?(D.",')j Fi4J 4P<o.... .. 11.34- fTz W.P. " (Z)(0.5') +(40 1 = 41 FT. AI (iJ.'54 Fr ~/ /Z. '" IWP'" /+1 FT :: O. Z034- PT. z. ~ ~~ CAPI'1C17"j' (N07 Ol/EK. 1'lJ?/'/#6- C,eOV"'/V) ApUJ;J " (fzJ(le~{o.1/~ + (Z?(O.3/) +('Iz)(Z1{O./b') :: 3.75 ffz- W.P. '" (0.47')+(20') '" ZO.47FT R :: Aj, P'" "3.73 F'TZ/ZO.+7 Pr '" Do /eZZ- rr -~- I I I I I I I I I I I I I I I I I I I (;"Q'R "Rebert "BeiIl. <William "Pfbst C&CJlssociates ...~ PROFESSIONAL ENGINEERS. PLANNERS & SURVEYORS -" 14i25 ALTON PA.RKWAY. POBOX 19739. IRVINE. CA 92718 (714) 472.3505. FAX (114) 472-8373 JOB ~_' Z<!(IB8 J08NQ SCALE ~.T...s. SHEETNQ CALCULATED BY _I!L/-/jC~~_ DAE --f'1/irf?-C1-LL99L.. CHECKED BY rt1. fhC/L~ DATE 11lbf!CJI- 199/ TITLE 2reGlTT cl'ff'l?t:/Tt' H:v#t..Y.$/~ ___ JJr) ~6 , f2./W 71? Z4--/es TY PI CA-t- 6reeer ~a..fI () A.I o"J ~\<I / I 44' , II (I I t I t 40' Zl / ~.?A 1(" V'6A/i?) , c.ecw/J /...i~e ..--- l 0.07' o.to' . L Vz. ~r. ~rACr1Y (/D - ---- (," CvlZP (IYP. ) ]C) Af?€A I 'Nf:/lf:::1J ~IM~I H'(b/ZAVuC. ~1l)S dtt..cUr..ATIO/o!.S A - (}'z)(z.o~/O'*) + {2.)(o.,*~ -+('Iz.j!Z'J/..o./i/) '" 1-.4- PTz "tJ'"l.D,.! - {I '- N.? -:: (o.s') +(u'j:: 22.S" PT. f<.. -= A~p = "1:4f'74~.s FT. .,.. t)./9~ PT: - 9.9 - I I I I I I I I I I I I I I I I I I I CRQ "Rgbel1 "Bei1/.. "William "Frost b& associates ~CJ({ir PROFESSIONAL ENGINEERS, PLANNERS & SURVEYORS .J{. 14725 ALTON PARKWAY. PO BOX 19739. IRVINE. CA 92718 (714) 472.3505 . FAX (714) 472-8373 JOB ~TK.-2_'1lB8 JOB NO SCALE SHEET NO CALCULATED BY _4t.JlIU~ DATE I1fIff??II / t'lL_ CHECKED BY _)1. ftC,t::d DATE _JII_~II J:l'1 TITLE ~ OftP"/Ct-ry //~lkY.st.5 -rf) 5Te..f:E:T CAPACItY Cl-l-€c../C.-$. fbR Ct=I7iC/lL- Ae~ Q -= /.;:G A fZ l-/3 '5 ~z. A) CAPAc..ITY 11$<I"'6" /2 :0 tJ. tJ / .5" ) S ~ :>tpl"€' /11I S:reB!f;f I) C. 8. '11-7/ t="u-pv 011 C,4t.t-t t-.If~ 1'1#,e11"tI1.sA ~ .' ~O' t/.v -rrt: ~1i{?f'/ 5: tJ.tJlG:O c~ t,z. $7. cl/r'~7Y 42,: 'cAP. 1.4BG_ ( ) ( 0.,.., 10/3 10 S"O' !lz P.tJ/S"" 3.7~ O.lo~,,/ (I .01 '.J ... /4.7 OP.s /4.7 > /0. z , C. $. A-~' z.) FtmN ofJ ( q,t1b) tJ./L. ~6" : tPtJ' 2./.... TYP. .;;e.77oN (uP~E#>l of /:?th/p) 5"", (:),0>"10 C #aK. !Z.:sr. CAf?lfcrr'( &leAf"- " ;. 48~ (3. 73){O,/6Z2-/'" (O.0540)'1r... = CU)/!> cp> Z7.9 '?' I~. z.. 7/0.4 2-7.1 ( ~'rrJ) (tp,. ) 0.1::.. . t",<. _ J""'''_ I I I I I I I I I I I I I I I I I I I (;"QQ "1(00"11 "lJ"iT/.. "William 'Prost c&c71ssociates ~ PROFESSIONAL ENGINEERS. PLANNERS & SURVEYORS ..I: 14725 ALTON PARKWAY. p,o BOX 19739 -IRVINE, CA 92716 (714) 472.3505 . FAX (714) 472-8373 JOB JOBNQ SCALE SHEET NO CALCULATED BY DATE CHECKED BY DATE TITLE 3) , J' ) C.B. ~-4 ~A.s F~'Io1> tf)tJ c;At.t.~ ~ ;If!ie/ftJS,q , V5t:: 6C:> e./j4/ 7YP. 5€PTloN 5= tJ.OZ33 C.tkcK ~ 5(. ~AI'/1C/TY 4'CAP. .,: 148' (1:4)(o.'''~itr~(o.OZ.3:J-.)()'S'" = Z2.7 CF> 1).(;I5'!/ 'J n.? ;:>> /0./ Z"l.7> 'r4 (fiJ,6'O ( t;},DD ~_sJ) 'A.--P) , .. ... 1l.JC.. tftK. 4) C.8. ~-+) FUJVJ () A) /" () 1 (Z 1..1 C (f:;,C:" ., vv 7f'1?.Jtz- TtON 5 ~ o. () ZOO ~IL % 5T. t:.-lH'ltf"f'Y QC"t9. " ~.:~; ('J.73)((J./8ZZ)1?{o.OZ/> .,: /70 crs /7. 0 ? /2. S- ftP,t1O) .. o.~. "> B.o (cr,.) .. o./c.. 5.) CB. 'P'3' FLO vJ oAJ tJ.!?l:: ~o/ rz/w TYP. 5fiZ-r/cN .5 ~ C/.Oloo u.S IT AR<'e"l/etltiS svl'"fP) c:Hea- yZ, ST. CAPIk-/7Y QCM'Jtt:/'n' ... ~::,~ (3.73)(C./8ZZ)~{o.O/;o'~ '" /2.lJ c-p> (2.0 > /o.~ > 73 (o,<<J (q,<# 70 ):5/) .'. (J./l.. Tli ""3') ,'. f).t.. I" '"_ I I I I I I I I I I I I I I I I I I I t;;"J2R "l(obert "BeiT/.. 'William 'Ttbst b& c71ssociates ~o-u- PROFESSIONAL ENGINEERS. PLANNERS & SURVEYORS ... 14725 ALTON PARKWAY. POBOX 19739 . IRVINE, CA 92718 17141472.3505. FAX (7141472.8373 JOB _Ii!.. Z41 fHf JOB NO __ SCALE _ _ SHEET NO CALCULATED BY ~If/C~ DATE _~ /9'1/ CHECKED BY _g. IIrcl4!Y DATE _/I1A1tZ1I /""/ TITLE _~ ~A::77Y_~/h..y.s/.5 I) F' -I' If'. C8. FLOw ~;v SIIfVN'I 11871l>tJ/4I S /)It./l/eF t..Sf7 .' I ~" {Z./w ryp' $&1iCJN 5 -= (7.0/00 (1t5 IT M"~tIeS S/MP) C~ ~ ST. CAPl'Cr"TY 6? tl<f'. =' I.ff~ (4:4) (0. /(l!Z) 2f;:'{O.OI) as- .. /4.9 C-,PS 0.0/5" . 14.'1 ;:>/tJ.;, (tJ,,) .. ~.K. /4.'1 ~ /~'7 (t(,rD) <t / Cr:'S -ro C ~05S ~r. 1/01/1 &7'I~~y IXV+/f'/ ~~. V-t 1 IV / M It!- Fl...l:nN:'> 7.) I~ -3 / ; / C.P. ,8'-:;' Fl.OvoJ 0/11 (! /lYE :- ~I f2./w 7YP saT/oN 5""'t:J.~/O{) CHeU:.- P"ilu.- ~ C~1'IC./7'1 (o/.) ~CM'. ::: ~.~~;. (e.*)(aZbY1)d.'*(O.OI)"'~-;;: Z9.9 Cr3 ZB. 9 CFS ? z:o-B (rP/o ) '. a.it.. I I I I I I I I I I I I I I I I I I I ~~ "J?qbert CJ3eiIl., 'William "Frost r:&c5'lssociates PROFESSIONAL ENGINEERS, PLANNERS & SURVEYORS 1-1725 ALTO~J PARKWAY. PO BOX 19739 -IRVINE, CA 92718 (714) 472.3505' FAX (7141472-8373 JOB _7Jl.. V{-,gg JOB NO SCALE SHEET NO CALCULATED BY _11. /-I1C~e:Y DATE _Al~ 11"11 CHECKED BY /l4. /-I1C1tCGr DATE _M~II L991 TITLE ~...,..t!!!1:!e7 ~/1t:/TY __~VSI..5 fI) C$. '~-Z': f 'E-3' FLaWS ON ~ USe: ~o/ (Z./IAI TYP. $€l-1'IO,v G= O. (7 , 00 C~ Fuu-- 67"UET c~/7'f 4'~. -:; . ~::; (8.:34-)(0.2'0'3'1) 0, '" (o.oJ/~> =- Z9. if cr.5 z,6'.q 7Z7.8 (~D) .. 0.1:.. 1) c..S. 'E-'l.J t (13-=1 A.a1IJ~ ON ~ ~€.' tPtJ/ tz/w 7Yp. ~ew~ '.5" -= 0,05'00 ?'~CL ;::i/t.-L- S-r,eeET c.AtP/k:/TY c?ur-P. =' ~4;~ (8'1V{o,ZaY1)O.""{o.lJ~6~-= c,"f ~ crs 4. (" ;- 93. .'. O~. _/f}"2 _ I I I I I I CATCH BASIN DESIGN I CALCULATIONS & I GUTTER' CAPACITY I ANALYSIS I I I I I I I I I I I I I I I I I I I I I I I I I II I I I HYDRAULIC DESIGN, ON-GRADE CATCH BASIN . Project: 71ZAC.T Z4168 catch Basin Number: A- , , e. 21-f 91. 72 . lie ~A 8E" DlZwe la-year Discharge (from Rational Method) (cfs): 3.5 lOa-year Discharge (from Rational Method) (cfs): ~3 Carryover from C.B. No. "'/A = (cfs): tJ.O . Total Design Discharge (cfs): 5.3 d.. 1 Flow Depth (ft): 1110 " ().3&:1 j dill = ().32 Street Slope: ~ = O.o/3S Use IACFCD Hydraulic Design Manual, Chart /../..,14 1 W = 1+ CAPACITY = (,.3 Cr5 Discharge Intercepted (cfs): ~.3 Carryover to Downstream. Point (cfs): t:'.O Facility Receiving Carryover: ~/A " /CJ4 I I I I I I I I I I I I I I ,I :1 ~ I I I HY~RAULIC DESIGN, SUMP CATCH BASIN proj ect: T ~C.T . 241 e,g Catch Basin Number: A- z I (! 29+9'1. 22 /11& t:.;feE DIZIVE" la-year Discharge (from Rational Method) (cfs): ~~ lOa-year Discharge (from Rational Method) (cfs):7.Z carryover from C.B. No. N/A = (cfs): (J.O Total Design Discharge (cfs): 7. Z Maximum Ponding Depth (ft): L.P. IN IY!~CA/Je /);z B 21+7~.33 =/228.Z? L.P. IN L.D. "p- C.S. '4~z' ~ IZZ7. 77_ I p~",," O.!SZ Use LACFCD Hydraulic Design Manual, Chart LL.1S / lI$~ SUMP f'oiZ"'ul.A: C>" W = 7 cAPACIT'(:o '.0 A W 0.13 0 o.,,~ 3.0 (7'XO.83j(7/'"'3(O.Sl.'f :: /5".2 c.f:. Discharge Intercepted (cfs): 7.2 - " ---_._.._.--_.~ ~.. 105 I I I I I I 'I J I I I I I I I I II i il I I HYDRAULIC DESIGN, ON-GRADE CATCH BASIN Project: naAcr 241 eg C~ch Basin Number: 'A-4} ~ 10+~/. 17t!ALLE" LAS HMZlf"OSA. la-year Discharge (from Rational Method) (cfs): ~.l. lOa-year Discharge (from Rational Method) (cfs): 9.4- Carryover from C.B. No. fJ/A = (cfs): ().o Total Design Discharge (cfs): 1.4- I Flow Depth (ft): d/~b = 0.40' .i d,o = 0.035 Street Slope: ~-; <'. t::'ZI Use LACFCD Hr.draulic Design Manual,. Chart L..L..- /'1- I W = 21 CAPAC /Tr = /0. 1 CFS Discharge Intercepted (cfs): t:t.+ Carryover to Downstream Point (cfs): ~.O Facility Receiving Carryover: tV/A c 1// I I I I I I I I I I I I I I J I- I I I HYDRAULIC DESIGN, SUMP CATCH BASIN project: Tl<Acr .241B8 , I b Catch Basin Number: A-~ c- 10+5"b. ~1 . C/fUE ,,1fS ,III,4ItIl'I'JsA. lo-year Discharge (from Rational Method) (cfs): d&.~ lOO-year Discharge (from Rational Method) (cfs): /0.1 N/A = (cfs): 17.0 Carryover from C.B. No. Total Design Discharge (cfs): 10./ Maximum ponding Depth (ft): CP. l..p. IN otU..f i.IrS 1f~IPDSA (!. /0.,,55,42 t: IZ'38.6, IN t.P. Dr c.a A-S;' .. IZ37.(,7 I P"Id. ().,~ Use LACFCD Hydraulic Design Manual, Chart LL-15 I W = 7 CAPAcITY -= 17.> CFS Discharge Intercepted (cfs): 10./ ____7" - . ------- ----.- 107 I I . I I I I 'I I I I I 1 I I I I il il I .1 HYDRAULIC DESIGN, ON-GRADE CATCH BASIN . . Project: TAAcr 24188 catch Basin Number: 'A-~ I e. 31-+ 28.47.. RAVEAJNA ST. lO-year Discharge (from Rational Method) (cfs):. ./0.4- lOO-year Discharge (from Rational Method) (cfs): I~.~ Carryover from C.B. No. "'/A = (cfs): 0.0 Total Design Discharge (cfs): /6.z _J . / d / Flow Depth (ft): aUlD ~ 0.40 j /0 ~ 0.35 street Slope: :$ == o. t?5-r Use LACFCD Hydraulic Design Manual, Chart LL-J4 I W = 3G CAmc/T'r' -= l/P. Z c..F"5 Discharge Intercepted (cfs): /~. Z Carryover to Downstream Point (cfs): 0.0 Facility Receiving Carryover: /V/A c /,,0 I I I I ". I . I . I I . I I . :. ;. . . HYDRAULIC DESIGN, ON-GRADE CATCH BASIN " Project: T~T 241 as Caotch Basin Number: 'A -7 J ~. 19+t6.S'tCIIlL~ LAS /f(1f~lPOSA. lO-year Discharge (from Rational Method) (cfs): 6.7 lOO-year Discharge (from Rational Method) (cfs): J().Z Carryover from C.B. No. N/A = (cfs): 0.0 . Total Design Discharge (cfs): /0. Z Flow Depth (ft): d,';"~O.44' jd,.. 0.38' Street Slope: ~;O.OIS"O Use LACFCD Hydraulic Design Manual, Chart LL ~ 14 w = t.I' CA'fflCITr :: /I.~ c,es Discharge Intercepted (cfs): IO.Z Carryover to Downstream Point (cfs): 0.0 Facility Receiving Carryover: IV/A c I~ . I I I I '. I . . I I I I I I , il " '. I HYDRAULIC DESIGN, ON-GRADE CATCH BASIN . Project: TRAc.T 24/88 catch Basin Number:rf.3-/J (!.. IO+eo.oOclfeeBoIJ(2..6 sr. lO-year Discharge (from Rational Method)' (cfs):. (4.7 lOO-year Discharge (from Rational Method) (cfs): '/.1 ( I Carryover from C. B. No. B- :3 = (cfs): /. ~ (INe Lt.li>E"D IN .eAT/DNM. . Total Design Discharge (cfs): &J. / Flow Depth (ft): d/~= ".35'jd,D= 433' Street Slope: ~:: eJ.0:5B8 Use LACFCD Hydraulic Design Manual, Chart L.L.-14 w = ze I CAPACITY = 10. S CFS Discharge Intercepted (cfs): 1./ Carryover to Downstream Point (cfs): 0.0 Facility'Receiving carryover:/VI'A c ,,^ I I . . '. I I I I . . I I I I I , I I I I HYDRAULIC DESIGN, SUMP CATCH BASIN Project: T,laACT 24188 Catch Basin Number: IS-z.' (!, 10+70.00 CHEte Bov/Z.61 ~7. lo-year Discharge (from Rational Method) (cfs): ~~ lOO-year Discharge (from Rational Method) (cfs): ~.!i carryover from C.B. No. N/A = (cfs): 0.0 Total Design Discharge (cfs): S. S' Maximum ponding Depth (ft): L.P. IN '-. 'P. IIV CII6J?BOIIIZGc .:;.r. e , , t..D. t?F' C.B "8-2 Use LACFCD Hydraulic Design Manual, Chart LL-1S w = 71 CA'PAt/T'r':. Zz. '3 c-rS:. Discharge Intercepted (cfs): 8. !Ii ..~ . . IV +2C.DO -:./23Z, S -::123/./~ I DMIclC:: 1.34- I I I I I I I I I I I I I I I ,I il I I HYDRAULIC DESIGN, ON-GRADE CATCH BASIN Project: ~T '24-18S catch Basin Number: '8-3' e.. 1()+52.8-1-~o ~~NTO <sr. la-year Discharge (from Rational Method) (cfs):. 1/.2 lOa-year Discharge (from Rational Method) (cfs): 17.b tV/A Carryover from C.B. No. . Total Design Discharge (cfs): /7.1# -1. '.J / Flow Depth (ft): '-I/DD '= o.~6 ; an? = 0. st' Street Slope: oS '= (J.O()SO = (cfs): 0.0 Use LACFCD Hydraulic Design Manual, Chart LL~/3 W = 2,1' CAPAciTY = I~. () Cr5 Discharge Intercepted (cfs): /'.0 Carryover to Downstream Point (cfs): I.. Facility Receiving Carryover: '~-J I c //7 I . . I I '. . . I . II I . . I '. i HYDRAULIC DESIGN, ON-GRADE CATCH BASIN Project: TAACT Z41 es, catch Basin Number: 's -4' (!. /g-t6().OC/ CHE/i!.8Ct.J~ ~ lO-year Discharge (from Rational Method) (cfs): 8.0 lOO-year Discharge (from Rational Method) (cfs): 12.~ "'~ 0 Carryover from C.B. No. " = (cfs): (). Total Design DisCharge (cfs): 12.~ ..J. , -1 , Flow Depth (ft): C/fDfJ" tJ.43 JOIO= 0.37 Street Slope: ~ or (J. <> ZOO Use LACFCD Hydraulic Design Manual, Chart ~~~'4 w = '26/ CAr:w;/TY : /4. 5' cFS Discharge Intercepted (cfs): /2.5 Carryover to Downstream Point (cfs): t::>.t:> Facility Receiving Carryover: IV/A c 1'1 ' ' , , , , I, I . ,,~ I I I I I I I I I I I I I I. - i ." i I I I I HYDRAULIC DESIGN, SUMP CATCH BASIN Project: ~T 24188 I J Catch Basin Number: 1!>~5 rJ,. /t)+60.o0 ~OI:.R.ENTo ST. lo-year Discharge (from Rational Method) (cfs): 13.~ lOO-year Discharge (from Rational Method) (cfs): ~/.8 carryover from C.B. No. /II/A = (cfs): 0.0 Total Design Discharge (cfs): "3/.8 Maximum ponding Depth (ft): ~.P. L.P. IN 5ofZIZMNro 5r~ IO+IS.OO--/ZQ.O; , JiJ L.a. OF=' t:..B. 8-5' ../Z.5'/.31 l)",1olC -:. O. 7Z J Use LACFCD Hydraulic Design Manual, Chart LL-15 . I 1Xl:: SIJ M P IR;)Vllt'TIOIJ : W = II CAPACITY-=- 3.0Al>lo.I3!)o.,,__ '$.O(J1'1-().~3'}{,,?D.13(f):nt"::. 30.7 cFS Discharge Intercepted (cfs): 2/.~ //1 I I 'I I I I I I I I I I I I I , ; - ; I I I HYDRAULIC DESIGN, SUMP CATCH BASIN Project: TlZAcr 'Z4-leS , / Catch Basin Number: f),b (!. CVI. - PIT- s-'tCI..~ eN MJAA1'IAS cr. la-year Discharge (from Rational Method) (cfs): ~.b loa-year Discharge (from Rational Method) (cfs): "7./ Carryover from C.B. No. N/A = (cfs): p.e Total Design Discharge (cfs): 7.1 Maximum Ponding Depth (ft): PoIVT>/AJ~ CItN oce.lIe -n:>'f2./w rJlOll IVILL E7'taU,.fPl/C't' OIl!d!F1..lJN D"'AX" aS3'+a 20' ': I. e3 / Use LACFCD Hydraulic Design Manual, Chart LL-1S w = 7' c.'I~ nr =: IS.o cF5, Discharge Intercepted (cfs): 7.1 " .." _...-.._--.- , - ,.----"... -. -. -_.-._-- ----:----.----. 1/5 I I I I I I I I I I I I I I I , J ; I I I HYDRAULIC DESIGN, SUMP CATCH BASIN Project: ~ACT Z4/S6' Catch Basin Number: N~_II/ (]. 01/(. _ f)E"- ~AC. t...P. ()N T"()~TONA pl21V la-year Discharge (from Rational Method) (cfs): 7.~ loa-year Discharge (from Rational Method) (cfs): 14.tt I~-z.} Carryover from C.B. No. ~ = (cfs): g.Z (lflGWOr:O IJJ 1!ATlolIN-' . . /fJO Y(l. ""HoD ./ Total Design Discharge (cfs): 14."t /rJ "Ill.. .-7.4" c.PS< Maximum ponding Depth (it): "PON PI N c.,. WILL c:icV(Z TO f!./w BE"FO'[Zl; GJIA~C'( CNe-e.r:UJ"J /fJ'l.L OCGI1~ Use LACFCD Hydraulic Design Manual, Chart LL-15 w = l' CA P,A?/T'( -; IB.O cFS Discharge Intercepted (cis): 14.'t ---._-_. -". -.--'--- -----.--.-.. ---- . /I~ I I I I I 'I I I I I I I I I :1 :1 il 'I I HYDRAULIC DESIGN, ON-GRADE CATCH BASIN proj ect: TAAc... T 24/ e B Catch Basin NUllIber: &-2.' e .,t:JIZ.TONA. D12IVe- IO-year Discharge (from Rational Method) (cfs):. lb.? IOO-year Discharge (from Rational Method) (cfs): 2~.~ Carryover from C.B. No. NIA = (cfs): a 0 .' Total Design Discharge (cfs): 2~. 9 .-J. , cI. I Flow Depth (ft): a,oo :> 0.414 j,o =- 0.4/ Street Slope: S-:: t).O!S4t!J Use LACFCD Hydraulic Design Manual, Chart l-l..-/i" /I.L-ZZ. w = /4' '1'~ CAPAcITY= IB.Z.CFS . h "- ~ . -<<"'./ ~ '# I~. 3 CF"S D~sc arge In ercepted (cfs): /a.Z carry,er to Downstream Point (cfs): 8.z /3.1- . . ~ . ,#, f:;<;? (2 Zfj . (6"lJ\CC;V--' ~17' . ,(!leA Of ~.-~ c" -;; }t-J1fi? .- ~ '1 . ~(fl fl}jlr1P, . /r,(lJI^ . "'r/2) (;J U' . '\i-->~ -vo gu \fJ' (100 '1'~) (/D tE".~) 1/7 I . I I I '. I I I I I I I I I il [I 'I I HYDRAULIC DESIGN, ON-GRADE CATCH BASIN Project: ~T Z.:f/BB cafch Basin Number: I ~ -'3) (l. lO-year Discharge (from Rational Method) (cfs): lOO-year Discharge (from Rational Method) (cfs): N/A Carryover from C.B. No. = (cfs): t:J.O . Total Design Discharge (cfs): Zb.1 ,./. I J I Flow Depth (ft): '-'/fJfI' (?'4~ j CliO =(). 41 Street Slope: ~::t). 0 ~OO TOf2.TONA D~"E" 1'.7 2.1" .q Use !ACFCD Hydraulic Design Manual, Chart ~t..-14 /u...-zz. w = Z.lt "I~.t.Et.E ~UrrU CAPACITr " /1..3 Cr-S (joo Ye\2.) y ~ /6.7 cP$ (10 lo./2) Discharge Intercepted (cfs): 19.3 . / Carryover to Downstream Point (cfs) : 7. J / (J.O / . /FaCiJ..ity Receiving carryoveVr;jl1: NO. ~ 'J.,.tt"/Z".5 2.4187 s.~. p(lfi~1J "V''' ~'f> ~ ~S' 1)'" , (:,1#; If,V. ..-- ~<. \ " '1(;; ';:if' ...,( eP . XP dIP \ P . CfJ t/f <d~ ()I'dfr\~' . c A V ~ tJv. r&' C}{b, @ ~ (p~ II~ I I I I I I I I I I I I I I I , I" I I I HYDRAULIC DESIGN, SUMP CATCH BASIN Project: /1!.Ac...T. Z4Jea Catch Basin Number: 'P-I} e ~4.+06 .00 :?/JNN'I ,MEJf/)f)/l/5 l>~/~ la-year Discharge (from Rational Method) (cfs): /8. "5 loa-year Discharge (from Rational carryover from C.B. No. N/A Method) (cfs): Z(J.!i" = (cfs): 0.0 Total Design Discharge (cfs): 28.5" Maximum ponding Depth (ft): L. P. [,.P. /101 $"fI#J/IIY Jf(~5 ]>1i!J"E~~f67.b4:/lf%.t)t " / /w 1..1>. DF ~.S. F-I J :: /lfJ5./b 0,.._ :: 0.8'1 I Use LACFCD Hydraulic Design Manual, Chart LL-15 tJ~e svtlllp E'i"I4."QN : CAPAcITYo; 3.0 A W""'Do.":;3.0(II'Ko.&1X1tjo.'ra.l9} D.(,:; ~~. '1 CFS Discharge Intercepted (cfs): 29.5" W=J11 --"-~ ~.,. -.-"-..,. lIe; I I I I I " , I , I , I I , , , ;' il , '. , HYDRAULIC DESIGN, ON-GRADE CATCH BASIN Project: TFi!.ACT 24/88 Ca-tch Basin Number: F-Z I a ASTI /N'A Y la-year Discharge (from Rational Method)' (cfs) : . 4: 7 lOa-year Discharge (from Rational Method) (cfs): 7.z Carryover from C.B. No. N/A = (cfs): OJ:) . Total Design Discharge (cfs): 7.z.. Flow Depth (ft): ~~., 0.35/ j do ., o.3Z street Slope: *'5 "0. t:>Z~ Use LACFCD Hydraulic Design Manual, Chart l..L"'/4 W = 2,>1' . C;APACIT'/= 8.3 CFS Discharge Intercepted (cfs): 7.2 Carryover to Downstream Point (cfs) : 0.0 Facility 'Receiving Carryover: ^,/A c /20 I I I I I I I I I I I I I I I 1 I. I I I HYDRAULIC DESIGN, SUMP CATCH BASIN project: TR-AC-T .2A-18a Catch Basin Number: 'p-'3 / e. /4 -+ 75". 00 ;itF~$/NA C7. la-year Discharge (from Rational lOa-year Discharge (from Rational carryover from C.B. No. N/A Method) (cfs): /;.~ Method) (cfs): /7.6 = (cfs): ().o Total Design Discharge (cfs): 17.~ Maximum ponding Depth (ft): L.P. ItJ .-f~~"A 1..T. /! l4-t(,f;"'I4 = 1195. 57 L.P. IN L.r>. of ~!5. F-~I '" 119~.fJ:JD Dc 0.97' "'''<< Use LACFCD Hydraulic Design Manual, Chart LL-15 , l)~E SUMP GQtlNTLIIN W = 7 CAp,qQ7Y'" ;.0 AWD.I~Do.".. 3.D(1'}(O.8?')(71 I.,,(O.17'Y.: 22..0 cF5> Discharge Intercepted (cfs): 17.6 __.___,- _ _. _w_',__"_ __ ...._._____._... /71 S('lf,) 10.0 90 ao 70 6.0 5.0 40 3.0 2.0 1.0 090-=1 oeo 0: 060 o:ro 040 0.30 020 0.10 009 008 007 006 oo~ o (C:lo 1 300 -- --- ____ zoo ---- -- EXAWPl.E cs.. 001"'..:1 I.lnel 100 90 80 70 50 ~O Ginn, a-82m s- 10_0% Find . 0.0.60 rt. A. '.7 ft.' 40 30 zo 10 0.8 I ~O;O.e3 "/W L8'-1ti i f I -r=;::: - --- '. ---- ... .. G o 0 , , so' i 8.33"--: 31.67' Alft.i~(ft) 12.9 0,83 12.~ 082 \':a---g~~ ~.9~O_7~ 8 9.....~ 12 8.3.....070 14~0.57 _ ..iO.55 ----- . ~'050 . 45~O.~5 ~ 36~'O.50 " ~ " ~ . <11'0.45 ! 1 20 ! 0.40 I "10.35 " ! o s~-1C.30 i i ! . . 049.....0.25 . i i ! o 2.-!.0.2C ! " i :::t',: OC991j= 11- OO~9~O.JO Olefs) f200~~0~~ ___ !'oo 100 --- ~ 50~ ;;50 40_ f40 3~ f-30 20] f 20 10 1 t 06nCa0.81 ilO f5 I: ~2 it: f ......'0 i- !- ... l- t . ! ... i i i 0.10;:0;0.17 ~O 017;0;0,67 'I. Q(d.) .~2.0 :E. ,E iE-'O L NOTE' THE Q OETERYSNEO FReM THIS CHART 1$ 'OR OHE HAL.F aF STM!T. LOS ANGELES COUNTY ROAD DEPARTMENT STREET FLOW MJ.JOR HWY. - 0I:rl 5 01 5 Cage G-21 REFERENCE SHEET 0-08 I"ZZ ,.. I~\... :1 ~:., ',I'" .. , ,. Sl"Ifol 10.0 90 ao 7.0 6.0 S.O 4.0 3.0 2.0 to 090 Q80 a 060 Cl.5O Q40 Cl.3O 020 0.10 Q09 oce OC7] 0.06 005 R/W I '0' f , ....J' ~ r 121 .0' i , I .-~----~ .~.. -~--=-~ . till r-, _... <;> ! ~ -:--- \.67~ 0 r ~~ _ + . ------------ EXAIrlIPt.E is.. Oouec:l L.IMlI /ii_,,' Qe 51 ~fI $.Ia.o,,"" jrind o. o.~o ft. "-..1 ft..I: Q(cfo) i:'" 200 300 ----- ~ : --- _____ E ~ ~~~3.0 !-40 20 ___ f2300 10 ----- t 0."0"'.' iE~ -4 !!E 3. 2 1.0 t E t I . ! 010 ~ 010 OJ~~O,11 Q(c:hl 2.0 1.0 NOT[. THE Q O[TERWIHEO FROM THIS CHART 1$ FOR ONE HALF OfF STWEET. LOS ANGELES COUNTY ROAD DEPARTMENT Page G-18 A(tt'l O(IlJ IS.6 ,.. 13.7 liS O. .. ..0 0.6S. ..i-0.60 '.2 ! ur I.'YO.3S. 0.03 0.30 ! 0.'210.25 ! ! . o 25~-"2C . . i 0.1710.17 013 , 0,15 r ,"OOOF o.O~9-0 10 STREET FLOW MAJOR HWY.-Chcrt 2. ofS REFERENCE SHEET \, \ 0.. -- O.s.o OAS. 0-05 /23 I I I I I I I I I I I I I I I I I I I V-41 OFFICE STANDARD NO 108 t. BUREAU OF ENGINEERING- CITY OF LOS ANGELES DEPARTMENT OF PUBLIC WORKS STORM DRAIN DESIGN DIVISION , W.O. 51005 MARCH,I9S7 l.l..i :_: :.+~ : III], ,1" '. ,,; , '''', ';' DESIGNED BY: F.J.D. a W.H.T. DRAWN BY: O.G.S. .I~ ... .~ .6 .7 .8 .9 LO ~ D. DEPTH OF FLOW (FT) ABOVE NORMAL GUTTER GRADE .RATI.' C:UR' L*I z 'LOW. C:_!lETE 'UTUR GRATING a GUTTER PLAN ~ _fluR' UIIE .. 1.r-IO'de'l- zd I f--"fl ! L '1- C:OIfc:.IUTT-i;~W - - -~T TYPICAL HALF STREET SECTION (ABOVE BASIN) NOTES L TM" C:MART .IVES .RATI.. CAl'ACITIES Ol' .TAIIOARO C:ITY .RUIII.. (ITA.OAllO l'I..AIl .0 I-UUI OEYELOl'EO '.011 MYD- .AULlC 1I00EL .TUOIES 'OR YA.IOUI 'llU.U!' Ol' "rf 011 THI IIIOK:ATIO IL~E. a. TH" C:MART " Al'l'LICAILE DilLY TO COIl- DIT_' 'HO... O. THE AIOVE 'IlETCH. .~. ...1;- , :T ,J _ ~.. :.:r=' -;.: .- -.-.-. .-+ ;~ -~.~::_~~~~-~;~~~:;-~~ ~:;. ~-- . ~r.:-:' - -'. ,.~ '- ;.-... t::.~-.. _"__,,_-'-'- " III '.- ~ ~ I~ .- _..:..0......... C a:: '~ ~ ~ " .....~ " '.,-i-:-' .'r, .-1 ., ....-r-'I' r - 'i'""i7T It! , , 1 I I" tl' " , , !..+ JOl I I I , , , ,: .: ,I '-I ____ uS .'. ~..,=-:, 'I&: 9 c.j ~- 8 o 7 .- --'...,....-. -....,..-.,....- ,en C!I I:!: ~ 7: ~' .~ ~ lIS ""-.- - ~ .---=- ~- .;:--- __r2:" .~ .,~ ~ ~ ~B.....,~'" ' . -- ,. ._. ---' -..- "~ , . c +J.~:-- ~-- " -. .,[,.1- ",' , . 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