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Home My WebLink About; Monroe Street; Monroe Street; 1989-06-01Hydrology Report City of Carlsbad Monroe Street June, 1989 Ml CONSULTANTS. INC. INTRODUCTION The scope of this report is to determine the quantity of storm runoff to be introduced into the Monroe Street project site (onsite hydrology) and to verify the quantities found in the "Woodridge - Carlsbad Tract #77-2 units #3,4 and 5 - Hydrology and Hydraulics Report" (offsite hydrology) to be used in the storm drain design. Monroe Street is located approximately 1 mile east of Interstate 5, south of Plaza Camino Real. The project site as it exists today consists of a desilting basin to the west and a bog to the east. Storm drain improvements necessary for efficient drainage of the project site consists of an underground storm drain network and a graded channel to the west. The following report utilizes a rational method computer program based on the San Diego County Flood Control District 1985, 1981 Hydrology Manual as developed by Advanced Engineering Software, AES. DRAINAGE CRITERIA AND METHODOLOGY DESIGN STORM: 10-Year Storm 50-Year Storm 100-Year Storm - Carry Underground - Carry to the Top of Curb - Carry to the Right-of- Way Line LAND USE: SOIL TYPE: RUNOFF COEFFICIENTS: RAINFALL INTENSITY Single-Family Development Rural Development Soil type based on SCS Soil Survev for San Dieqo County. Hydrologic soil group "D" was used for this analysis. "C" value based on the City of San Diego Drainage Design Manual. Based on criteria presented in the City of San Diego Drainage Design Manual. EXPLANATION OF THE RATIONAL METHOD PROGRAM INTRODUCTION: The RATIONAL METHOD MASTER PLANN^iNG program is a computer- aided design program where the user develops a node-link model of the watershed, and in this process estimates the conduit and channel sizes needed to accomodate the design storm peak flowrate. The study methodology is based on the well-known RATIONAL METHOD" which estimates the peak flowrate (or Q in cfs) by the relation Q = ciA where Q is the peak flowrate used for design purposes,, C is a runoff coefficient and represents the simple ratio of runoff-to-rainfall,, and A is the watershed area(acres) tributary to the study point of runoff concentration. For an 1=1 mch/hour and an A=l acre, and a C=1.0., the Q = 1.0GS cfs. Assuming that a uniform rainfall cf constant intensity occurs over a watershed, then thi peak flowrate will occur when the entire watershed is ccnt:rir:u-:inG runoff. This peak Q usually occurs when runoff from the most distant point on the watershed reaches the polnr -of c-oncentration. The tiine which it ta.'-.es for the v,'atershed runoff to reach the peak Q (frcm the beginning of the constant intensity storm) is called the time of concentration and is noted as Tc. Some of the basic assu-mptions used m the RATIONAL METHOD (l)the return frequency of the estimated Q is approximate-ly the return frequency of rainfall; that is., to estimate a 25-year return frequency peak flov-zrate (a Q25) , the I values are assumed to be of a 25-year return frequency: ;2)rainfall intensifies are assumed to be approximately unif-:5rm over the watershed; ;3:rhe watershed runoff characteristics can be estimated sufficiently to be used in the runoff equation. SETTING UP THE PROBLEM: In order to develop a node-link model of the study watershed, the folio-wing steps are needed prior to beginning the study: (1) U3ing a topographic map of 'the entire watershed, define the watershed boundaries and identify major streams and channels. (2) define the watershed boundary for each major stream or channel. These interior watersheds will be self-contained in that they can be modeled independently from the total watershed. Generally, the interior watersheds will merge with another interior watershed at a point of CONFLUENCE. (3) subdivide each interior watershed into SUBAREAS. Subarea size should be about 5 to 10 acres in the most upstream reaches, and may gradually increase as the study progresses downstream. (4) specify the runoff characteristics in each subarea. Basic information includes DEVELOPMENT TYPE such as commercial or agricultural; SCS (U.S. Soil Conservation UJ AESRV.HLP Wednesday, May 31, 1989 11:04 am Page 2 Service) soil group, which is type A,B,C,or D where A is of low runoff potential(sands) and D is of high runoff potential(such as clay soil). (5) define a runoff coefficient C in each subarea. The computer program allows the user to specify a c-value or use the program C-curves which are a function of development type,soil-group, and the rainfall intensity. C-values will be between 0 and 1. (6) define nodal points along the major stream in each interior watershed. The study approach is to start at the most upstream point in an interior watershed and follow the main stream while runoff is accumulating and estimate channel sizes as the study progresses in the downstream direction. A method cf node numbering is to use nodes 100.00 to 199.99 along stream -1,, 200.00 to 299.99 along 3trea:ri a2and so forth, where node 100. OG is assigned to tha most upstream point of interior watershed #1. ! ; at a point of CONFLUENCE (where two or more major channels nergel. define the nodal numbers tc be used do'wnstr ?a.:T. of the confluence. Usually, cne of the major 3treeiTii will have significantly more runoff than the other strea.T>s and cne miay continue downstream with these numbers. S•'^UD"'^ E ^ c- ~ Q_r, -ry:. ; The noce-lmh model is developed by creating independent node-link models of each interior watershed and linking these submodels together at confluence points. Oonsicer an interior watershed, say #2, which has been cuh'iivi-ied into SUBAREAS and NODE NUMBERS defined. starting at the most upstream subarea (between node =201 and #202) •1-^ -f-nu uau_.-. is estimated by modeling an INITIAL SUBAREA. This -odel estimates a Q based on the initial Tc, the corresponding I, the subarea A (usually less than 10 acres), and the runoff potential. The study continues downstream to node 203 by analyzing hov; long it takes for the initial suh-area C ^ to reach "point 203 by either (1) street- flow, ^ 2 } pipeflow, or ( 3 ) channel flow. This TRAVEL TIME, Tt, is then added to the initial subarea Tc to estimate the next time of concentration by Tc(203)=Tc(202)+Tt. Using Tc(203), an incremantal runoff addition, DC, to the main stream at node 2 03 is estimated by using the specified runoff potential (C) and rainfall intensity (I) corresponding ,to Tc(203). Then the DO=CIA where the C and I are . based on Tc(203) and A is the area tributary to node 203. Thus Q(203)=Q(202)+DQ. The study continues to the next downstream node #204 by estimating a new Tt, and so forth. AESRV.HLP Wednesday, May 31, 1989 11:04 am Page 3 COMPUTER INTERACTION: The program has been designed to be completely user friendly. The user-instruction manual is the program itself. All instructions and program options will be visible to you at the bottom of the screen. Simply type these instructions at any occasion and the program will respond. For example, type MAIN and you will return to the main menu of program options. Type EXIT and the program will protect the data files and properly finish the session. COMPUTER DESIGN INTERACTION: Because the analysis proceeds downstrea.- along the .main channel, design decisions can be easily mace interactive!v. As the study progresses between two streain nodal comte. th-; computer results are displayed shcwinc ceakflow Lnforma-:ion and channel flow data(such as depth and velocity . You will be requested to either accept the ctudy result:;; Ln which case the subarea data is stored) or reject the results(in which case the program returns to the previous upstream point of concentration). The program has four OFERATING MODE-3: (l)CREATION. This mode is used to create a watershed data file containing all the subarea data entries and hydrology rainfall data. Two data banks are used: (i) KYDRCLOGY CONTROL DATA. Includes the rainfall versus duration data(assumed to be a straight line cn log-log paper), C-value options, return frequency, and a pipeflow friction siope reduction factor. (ii) SUBAREA DATA. A^ncde-link model is made by defining successive subarea characteristics linked together by various flow hydraulic processes. ( 2 i EXECUTIOI-T. This mode is used to generate study results in report form. Two options are available: (i) DETAILED REPORT. This provides the same results as displayed on the viewers screen during CREATION. (ii) SUMMARY REPORT. This summarizes the results into . a tabular"form. . • (3) EDITING. This mode allows the user to change, add, or delete subarea data and modify the node-link model. Additionally, the user can change the HYDROLOGY CONTROL DATA and generate a new master plan based on new rainfall or design criteria. (4) EXTEND. This options allows the user to return to the - last entered link of the model and continue from that point in the CREATION mode. SUBAREA HYDROLOGIC PROCESSES CONFLUENCE: The CONFLUENCE model is the mechanism which allows the user to connect the interior watershed node-link models at a AESRV.HLP Wednesday, May 31, 1989 11:04 am Page 4 point of confluence. Up to 5 streams can be confluenced at a node. The stream entries must be made sequentially until all are entered. For example, suppose 4 streams merge at node #318. When the CONFLUENCE ootion is selected at the end of each interior watershed node-link model (at node 318), you will be requested to enter the TOTAL NUMBER OF STREAMS (which is 4) and which of the 4 streams you are confluencing (1,2,3, or 4). If vou are confluencing the first stream (1 of 4), then the STREAM NUMBER is 1; likewise, if you are entering the second stream (2 of 4) for confluence, the STREAM NUMBER is 2; and so forth. After a stream is confluenced, the program returns vou to the PROCESS MENU so that the next interior- watershed' node-link model can begin creation for eventual ccnfluenc; at node 513. When the last (4 of 4) stream is confluenced- the confluence values are estimated and the studv can continue dov/nstream with the new values. The program allows onlv CNE PCINT OF CONFLUENCE AT A TIME. This means that if 4 streams are for confluence, then until all 4 streams are entered no other points of confluence can be specified. After the 4 streams are entered, the confluence is mo-:leled and the CONFLUENCE option is once again available for use. For a 2 stream confluence, the model is as follows: Let Qa,Ta,Ia correspond to the stream with the largest Tc and Qb,Tb,Ib correspond to the other stream. If Ta=Tb, then the confluence time of concentration •;TO) is To=Ta and O=0a+0b, If Qa is larger than Qb, then To=Ta and Q=Ca+Qb (Ia,/Ib) . If Qb is larger than Qa, Tp=Tb and Q=QbTQa(Tb/Ta) . Should different confluence values be needed, accept the confluence model results and then use the USER-SPECIFIED INFORMATON AT A POINT option. INITIAL SUBAREA: Several methods for estimating an INITIAL SUB.AREA Tc are reported in the 1iterature(e.g"Urban stormwater Hydrology",Water Resources Monograph #7, American A.G.U-, 193__2) . Because the INITIAL SUBAREA modeling procedure begins'the watershed node-link model, this approximation may be the most critical. Ccnsequently, the user needs to verify whether the approximation is reasonable. The program contains an INITIAL SUBAREA Tc approximation based on the Kirpich formula : To = k(L*L*L/H)**,385 where L = watercourse length( f eet) ; H = drop m elevation(feet); .385 is an extrapolation exponent; and k is a function of development type(e.g. for Commercial development. k=.298, for agricultural k=l.246). Should the user Torefer to use a specified Tc value at a node, then the USER-SPECIFIED INFORMATION AT A POINT option should be used. AESRV.HLP Wednesday, May 31, 1989 11:04 am Page 5 PIPEFLOW AND TRAPEZOIDAL TRAVEL TIME: ,, . ^ ^.t. Two options for modeling pipeflow are available:(1)let tne computer estimate a buildable pipesize, and (2)the user specifies the pipesize. Both models assume no inflow into the^ pipe system as it connects the upstream and downstream nodes. Both models use the upstream node peak Q and the computed gradient of the land between nodes to compute normal depth flow velocity. The velocity is used to estimate travel time, Tt, between nodes. The Tt is then added to the upstream Tc to estimate the Tc at the downstream node. Flow is assumed to be under pressure (full pipeflow) when the noT-mal deoth exceeds . 82* (pipe diameter) . The trapezoidar channel flow model is similar to the pipeflow model m that no inflow is assumed between nodes, and that Tt is estimated ised on the upstream peak Q and the gradient of the lane. oai STRSET--LCW ANALYSIS THRU SUBAREA: •-^he Streetflow model estimates the traveltime of the peax^Q between the upstream and downstream nodes. Since runoo.! generallv accum.ulates in the street between nodes, the modex estimates the average flow between nodes to analyze the streetflow characteristics. The model assumes a sym.metrica^ cross-section with either a standard 6- or 8-inch curoface. The user specifies the arbitrary street halfwidth. Flow is modeled by two methods: (l)all the flow is on one side of the street, in which case the flow may cross over the street crown and form "splitflow", and (2)the flow is evenly div-iHpd on both sides of the street. The model assumes alx water outside of the curb as ponded, with zero flow. U-=^EF SPECIFIED INFORMATION AT A NODE: ^ ^ The us-- can soecify the time of concentration (Tc , mmuues ) ; peak frowrate(Q,cfs); and total tributary area (A, acres) at a nodal po^nt. These values will then be defined at the specified nodal point and will be used, for any downstream calculations. The rainfall intensity will be based on ^tne user specified Tc. This data will remain in effect unress modified by the user. ADDITION OF SUBAREA TO MAINLINE: AS the study progresses in the downstream direction aiong the main stream or channel, runoff can be added to the peak flowrate at the Tc of the main stream. This model uses SU3AFEA information of runoff potential and area and uses the Tc of the main stream to estimate incremental runoff. Conseauently, should the node-link model be changed upsream of the ISbjlct subarea, the node-link model automatically estimates the appropriate incremental runoff. $ Sample: Rational Method Calculations Ci+i| oj Corjshacl . ; . .• „ _Jjinp .(o, If5"? Job Uo. oo • To cross Chech ^£-3 pro^rarn : Usinj Nodi, Area ^^Ol) hrcQ 2. A-I acres i = usin^ CharT tc '- U5rr.£i nQ+i;ir&i tvO.+'Ocshcd nomoaraph - Tc-- /jj_5_k2 \'^'^^"^ tc'- O-O^i^ iir. - I. g)'-] KTiin. v^;rfh 10 min add ccl Q-- CL-(L _ I- CN or; —soaa —4aao —3oao —zaaa .38S £Qa/?r/OA/ 7c ' 7//77S of cor7ce/7//rz//o/7 L ' Leng//7 of nr£z/,^/sAed e/)''ccf//e s/coe /ws (See /Appendix )(-B) ' j L M//7ej/cs 2^0 ^ — /aaa - 8oa - 70O - £00 \ — SOO \ -40O — 300 — 20O /20 ZO [FOR NATURAL WATERSfEDs] B ADD TEN MINUTES TO \ \ COMPUTED TIME OF CON-1 |CENTRAT10N. IO H 7P. ' J C<yo/0 SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES DESIGN MANUAL APPROVED /'^ .'^I'^ri^^-fl^r^^ -allcXk^ NOMOGRAPH FOR DETERMINATfON OF TIME OF CONCENTRATION (Tc) FOR NATURAL WATERSHEDS DATE IV- APPENDIX X-A A-10 Rev. 5/81 INTENSITY-DURATION DESIGN CHART March 19R2 15 20 Minutes 30 40 50 1 Directions for Application: 1) From precipitation maps determine 5 hr. and 24 hr. amounts for the selected frequency. These maps are printed in the County Hydrolony Manual (10, 50 and 100 yr. maps included in the Design and Procedure Manual). 2) Adjust 6 hr. precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr. precipitation. (Not applicable to Desert) 3) Plot 5 hr. precipitation on the right side of the chart. 4) Draw a line through the point parallel to the plotted lines. 5) This line is the intensity-duration curve for the location being analyzed. Application Form: 0) Selected Frequency JO yr. 1) LA_in-. P24" ^-^ 55 %* 2) Adjusted *Pg= 24 in. 3) 4) ^c = I = mm. a.45 in/hr. *Not Applicable to Desert Region APPENDIX XI-A fr) I COUNTY OF SAN DIEGO DEPARTMENT OF SANITATION & FLOOD CONTROL 10-YEAR Q-muti PREmikWU 33' IG- ISOPLUVIALS CF 10-YEA51 G-nOUri PRECIPITATIO;^ IN TEFJTIIS OF m \m\\ NATIONAL OCEANIC AND Al SPECIAL STUDIES BRANCH, OFFICE OF I Prcpiired by U.S. DEPARTMENT OP COMMERCE 15' 116° APPENDIX XI-D COUNTY OF SAN DIEGO . DEPARTMENT OF SANITATION S. FLOOD CONTROL 33* 10-YEAR 24410UR PRECiPITATIOf^ -^20^ ISOPLUVIALS PnECIPITATIOiJ m ]F 10-YEAR 24-HOUR Ermis OF m mm Prtpilfad by • • U.S. DEPARTMEr^T OF COMMERCE NATIONAL OCEANIC AND AT lOSI'IIF.RIC ADMINISTRATION SPP.CIAL STUDIES BRANCH. OFFICE OF Ih'DHOLOOV, NATIONAL WEATHER SI-RVICE 116" APPENDIX XI-E 10 Year Hydrology RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL <<<<<<«<«<<«<<««<<<<<«<«<<««<>>>»>»>>>>>»>>>»>>»>>>>»>>>»»> (C) Copyright 1982,1986 Advanced Engineering Software [AES] Especially prepared for: BSI CONSULTANTS <<<««<<<<«<««««<<<«<<<<<<«<<<»>»>»>»»>>>>>>>>>>>>>>>>>>>>>>>>> **********DESCRIPTION OF RESULTS******************************************** * CITY OF CARLSBAD - MONROE STREET * * HYDROLOGIC ANALYSIS - 10 YR. STORM * * DATE: 5/8/89 ' * ************************ A***********************************^^**.^).^*^^^^^^^^.^^ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.600 SPECIFIED MINIMUM PIPE SIZE(INCH) =18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 <<<<<<<<<<<<<<<<<<<<<<<<<<<<<«<<<<<<<>»>>»»>>>>>>»>>>>>>>>>>>>>>>>>>>>> Advanced Engineering Software [AES] SERIAL No. I0723I VER. 3.4A RELEASE DATE: 4/22/86 «<<«<<<<<«<<<<<«<««<<<<<<<<<<<<<»»»»>>>>>»>>»>>>>>>>>>>>>>>>>>>> ****************************************************************^*.jt********* FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 2 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 UPSTREAM ELEVATION = 185.00 DOWNSTREAM ELEVATION = 168.00 ELEVATION DIFFERENCE =17.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 18,128 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.837 SUBAREA RUNOFF(CFS) = 1.41 TOTAL AREA(ACRES) = 1.4 0 TOTAL RUNOFF(CFS) = 1.41 ************************************************************j.***jt*********** FLOW PROCESS FROM NODE 101.00 TO NODE 102,00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 168,00 DOWNSTREAM ELEVATION = 154.00 STREET LENGTH(FEET) = 1680.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 17.93 STREET FLOWDEPTH(FEET) = .50 HALFSTREET FLOODWIDTH(FEET) =16.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.94 PRODUCT OF DEPTH&VELOCITY = 1.46 STREETFLOW TRAVELTIME(MIN) = 9.52 TC(MIN) = 27.64 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.3 99 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 42.80 SUBAREA RUNOFF(CFS) = 32.94 SUMMED AREA(ACRES) = 44.20 TOTAL RUNOFF(CFS) = 34.35 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .59 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.60 DEPTH*VELOCITY = 2.11 **************************************************jt****^*^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 27.64 RAINFALL INTENSITY (INCH./HOUR) = 1.40 TOTAL STREAM AREA (ACRES) = 44.20 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 34.35 ********************************A********************^*^^^^jt**************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 2 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 UPSTREAM ELEVATION = 159.00 DOWNSTREAM ELEVATION = 156.00 ELEVATION DIFFERENCE = 3.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 26.781 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.428 SUBAREA RUNOFF(CFS) = 9.58 TOTAL AREA(ACRES) = 12.2 0 TOTAL RUNOFF(CFS) = 9.58 **************************************************************************** FLOW PROCESS FROM NODE 2 01.00 TO NODE 102.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 156.00 DOWNSTREAM ELEVATION = 153.00 STREET LENGTH(FEET) = 850.00 CURB HEIGTH(INCHES) = 8, STREET HALFWIDTH(FEET) = 2 0.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 17.70 STREET FLOWDEPTH(FEET) = .55 HALFSTREET FLOODWIDTH(FEET) =19.72 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.17 PRODUCT OF DEPTH&VELOCITY = 1.2 0 STREETFLOW TRAVELTIME(MIN) = 6.53 TC(MIN) = 3 3.31 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.241 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 2 3.80 SUBAREA RUNOFF(CFS) = 16.24 SUMMED AREA(ACRES) = 3 6.00 TOTAL RUNOFF(CFS) = 25.82 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .61 HALFSTREET FLOODWIDTH(FEET) = 2 0.00 FLOW VELOCITY(FEET/SEC.) = 2.50 DEPTH*VELOCITY = 1,52 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102,00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) =33.31 RAINFALL INTENSITY (INCH./HOUR) = 1.24 TOTAL STREAM AREA (ACRES) = 36.00 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 25.8 2 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 34.35 27.64 1.399 2 25.82 33.31 1.241 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 57.25 56.28 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 57.25 TIME(MINUTES) = 27.645 TOTAL AREA(ACRES) = 80.20 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 304.00 IS CODE = 3 • »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< DEPTH OF FLOW IN 45.0 INCH PIPE IS 35.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.2 UPSTREAM NODE ELEVATION = 153.00 DOWNSTREAM NODE ELEVATION = 150.00 FLOWLENGTH(FEET) = 1100.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) =57.25 TRAVEL TIME(MIN.) = 2.97 TC(MIN.) = 30.61 **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 304.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) =30.61 RAINFALL INTENSITY (INCH./HOUR) = 1.31 TOTAL STREAM AREA (ACRES) = 80.20 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 57.25 *************************** *****************************************^***.jt^.j^^ FLOW PROCESS FROM NODE 3 01.00 TO NODE 302.00 IS CODE = 2 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 UPSTREAM ELEVATION =350.00 DOWNSTREAM ELEVATION = 2 92.00 ELEVATION DIFFERENCE = 58.00 URBAN. SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 19.859 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.732 SUBAREA RUNOFF(CFS) = 2.38 TOTAL AREA(ACRES) = 2.50 TOTAL RUNOFF(CFS)-= 2.38 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 6 »>»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 292.00 DOWNSTREAM ELEVATION = 202.00 STREET LENGTH(FEET) = . 3000.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 32.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF =2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 30.09 STREET FLOWDEPTH(FEET) = .49 HALFSTREET FLOODWIDTH(FEET) = 16.53 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.15 PRODUCT OF DEPTH&VELOCITY = 2.52 STREETFLOW TRAVELTIME(MIN) = 9.71 TC(MIN) = 29,57 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1,340 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = ,5500 SUBAREA AREA(ACRES) = 73,50 SUBAREA RUNOFF(CFS) = 54,15 SUMMED AREA(ACRES) = 76.00 TOTAL RUNOFF(CFS) = 56.54 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .58 HALFSTREET FLOODWIDTH(FEET) = 21.22 FLOW VELOCITY(FEET/SEC.) = 6.02 DEPTH*VELOCITY = 3.51 ***********************************************************************^^^j;.^ FLOW PROCESS FROM NODE 303.00 TO NODE 304.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.8 UPSTREAM NODE ELEVATION = 2 00.00 DOWNSTREAM NODE ELEVATION = 152.00 FLOWLENGTH(PEET) = 1200.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 56.54 TRAVEL TIME(MIN.) = 1,19 TC(MIN.) = 30,76 ***********************************************************************^^^.^j^ FLOW PROCESS FROM NODE 303.00 TO NODE 304.00 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.306 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 73.70 SUBAREA RUNOFF(CFS) = 52.94 TOTAL AREA(ACRES) = 149.70 TOTAL RUNOFF(CFS) = 109.48 TC(MIN) = 30.76 **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 304.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<« CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 30.76 RAINFALL INTENSITY (INCH./HOUR) =1.31 TOTAL STREAM AREA (ACRES) = 14 9.70 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 109.48 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 57.25 . 30.61 1.310 2 109.48 30.76 1.306 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF'VALUES ARE AS FOLLOWS: 166.39 166.55 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 166.55 TIME(MINUTES) = 30.759 TOTAL AREA(ACRES) = 229.90 **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 305.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 23.5 UPSTREAM NODE ELEVATION = 152.00 DOWNSTREAM NODE ELEVATION =63.58 FLOWLENGTH(FEET) = 1850.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 166.55 TRAVEL TIME(MIN.) = 1.31 TC(MIN.) = 32.07 **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 305.00 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.271 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 73.70 SUBAREA RUNOFF(CFS) =51.53 TOTAL AREA(ACRES) = 303.60 TOTAL RUNOFF(CFS) = 218.08 TC(MIN) =32.07 **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 306.00 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< DEPTH OF FLOW IN 48.0 INCH PIPE IS 33.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 2 3.3 UPSTREAM NODE ELEVATION = 50,79 DOWNSTREAM NODE ELEVATION =12.66 FLOWLENGTH(FEET) = 1034.00 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 218.08 TRAVEL TIME(MIN.) = .74 TC(MIN.) = 32.81 **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 306.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 32.81 RAINFALL INTENSITY (INCH./HOUR) = 1.25 TOTAL STREAM AREA (ACRES) = 303.60 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 218.08 **************************************************************************** FLOW PROCESS FROM NODE 52 0.00 TO NODE 521.00 IS CODE = 2 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH(FEET) =34.00 UPSTREAM ELEVATION = 63,58 DOWNSTREAM ELEVATION = 63,10 ELEVATION DIFFERENCE = .48 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 1.433 TIME OF CONCENTRATION ASSUMED AS 5-MINUTES 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.216 SUBAREA RUNOFF(CFS) = .40 TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .40 **************************************************************************** FLOW PROCESS FROM NODE 521.00 TO NODE 522.00 IS CODE = 6v »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 63.10 DOWNSTREAM ELEVATION = 21.75 STREET LENGTH(FEET) = 1033.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 34,00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.4 8 STREET FLOWDEPTH(FEET) = .23 HALFSTREET FLOODWIDTH(FEET) =5.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.70 PRODUCT OF DEPTH&VELOCITY = ,86 STREETFLOW TRAVELTIME(MIN) = 4,66 TC(MIN) =9.66 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2,757 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = .81 SUBAREA RUNOFF(CFS) = 2.12 SUMMED AREA(ACRES) = .91 TOTAL RUNOFF(CFS) = 2.52 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .27 HALFSTREET FLOODWIDTH(FEET) = 7.34 FLOW VELOCITY(FEET/SEC.) = 3.84 DEPTH*VELOCITY = 1.05 **************************************************************************** FLOW PROCESS FROM NODE 522.00 TO NODE 306.00 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 2,4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17,7 UPSTREAM NODE ELEVATION =17.2 0 DOWNSTREAM NODE ELEVATION = 14.96 FLOWLENGTH(FEET) = 5.28 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.52 TRAVEL TIME(MIN.) = .00 TC(MIN.) = 9.66 **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 306.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<« CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) =9.66 RAINFALL INTENSITY (INCH./HOUR) = 2.76 TOTAL STREAM AREA (ACRES) = .91 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 2.52 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 218.08 32.81 1.253 2 2.52 9.66 2.756 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 219.23 101.66 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 219.23 TIME(MINUTES) = 32.809 TOTAL AREA(ACRES) = 3 04,51 = ********* * * ***************************************************************** FLOW PROCESS FROM NODE 306,00 TO NODE 307,00 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »>»USING USER-SPECIFIED PIPESIZE««< PIPEFLOW VELOCITY(FEET/SEC,) = 17,4 UPSTREAM NODE ELEVATION = 2 2.20 DOWNSTREAM NODE ELEVATION = 21.10 FLOWLENGTH(FEET) = 59.72 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 219.23 TRAVEL TIME(MIN.) = .06 TC(MIN.) = 32.87 **************************************************************************** FLOW PROCESS FROM NODE 4 3 0.00 TO NODE 431.00 IS CODE = 2 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 34.00 UPSTREAM ELEVATION = 63.58 DOWNSTREAM ELEVATION = 63.51 ELEVATION DIFFERENCE = .07 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.588 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION, EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 5-MINUTES 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.216 SUBAREA RUNOFF(CFS) = .40 TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .40 **************************************************************************** FLOW PROCESS FROM NODE 4 31.00 TO NODE 403.00 IS CODE = 6 >>»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 63.11 DOWNSTREAM ELEVATION = 20,44 STREET LENGTH(FEET) = 1102.50 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 32.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.65 STREET FLOWDEPTH(FEET) = .24 HALFSTREET FLOODWIDTH(FEET) = 5.-79 AVERAGE FLOW VELOCITY(FEET/SEC.) =3.64 PRODUCT OF DEPTH&VELOCITY = .88 STREETFLOW TRAVELTIME(MIN) = 5.04 TC(MIN) =10.04 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.689 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = .95 SUBAREA RUNOFF(CFS) = 2.43 SUMMED AREA(ACRES) = 1.05 TOTAL RUNOFF(CFS) = 2.83 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .28 HALFSTREET FLOODWIDTH(FEET) = 7.70 FLOW VELOCITY(FEET/SEC.) = 3.98 DEPTH*VELOCITY = 1.12 **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 403.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 10.04 RAINFALL INTENSITY (INCH./HOUR) = 2.69 TOTAL STREAM AREA (ACRES) = 1.05 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 2.83 **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 411.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«<< SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION = 60.00 DOWNSTREAM ELEVATION = 57.4 0 ELEVATION DIFFERENCE = 2.60 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.428 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.800 SUBAREA RUNOFF(CFS) = .43 TOTAL AREA(ACRES) = .34 TOTAL RUNOFF(CFS) = .43 **************************************************************************** FLOW PROCESS FROM NODE 411.00 TO NODE 403,00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 57.40 DOWNSTREAM ELEVATION = 20.44 STREET LENGTH(FEET) = 1390.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 32.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.16 STREET FLOWDEPTH(FEET) = .30 HALFSTREET FLOODWIDTH(FEET) = 8.65 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.65 PRODUCT OF DEPTH&VELOCITY = 1.09 STREETFLOW TRAVELTIME(MIN) = 6.35 TC(MIN) = 15.78 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.009 SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 SUBAREA AREA(ACRES) = 3.24 SUBAREA RUNOFF(CFS) = 5.53 SUMMED AREA(ACRES) = 3.58 TOTAL RUNOFF(CFS) = 5.96 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 11,51 FLOW VELOCITY(FEET/SEC,) = 4.13 DEPTH*VELOCITY = 1.47 **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 403.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 15.78 RAINFALL INTENSITY (INCH./HOUR) =2.01 TOTAL STREAM AREA (ACRES) = 3.58 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 5.96 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 2.83 10.04 2.689 2 5.96 15.78 2.009 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 7.28 8.07 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 8.07 TIME(MINUTES) = 15.778 TOTAL AREA(ACRES) =4.63 **************************************************************************** FLOW PROCESS FROM NODE 403,00 TO NODE 403.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 15.78 RAINFALL INTENSITY (INCH./HOUR) = 2.01 TOTAL STREAM AREA (ACRES) = 4.63 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = ' 8.07 **************************************************************************** FLOW PROCESS FROM NODE 42 0.00 TO NODE 421.00 IS CODE = 2 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 14.22(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 UPSTREAM ELEVATION = 205,00 DOWNSTREAM ELEVATION = 195.00 ELEVATION DIFFERENCE = 10.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.149 SUBAREA RUNOFF(CFS) =1.40 TOTAL AREA(ACRES) = 1.45 TOTAL RUNOFF(CFS) = 1.40 **************************************************************************** FLOW PROCESS FROM NODE 421.00 TO NODE 422.00 IS CODE = 5 »»>COMPUTE TRAPEZOIDAL-CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< UPSTREAM NODE ELEVATION = 195.00 DOWNSTREAM NODE ELEVATION = 14.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1180.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 2.000 MANNINGS FACTOR = .03 0 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1.4 0 FLOW VELOCITY(FEET/SEC) = 5.09 FLOW DEPTH(FEET) = ,37 TRAVEL TIME(MIN,) = 3,86 TC(MIN.) = 18.08 **************************************************************************** FLOW PROCESS FROM NODE 422.00 TO NODE 422.00 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.84 0 SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 21.67 SUBAREA RUNOFF(CFS) = 17,94 TOTAL AREA(ACRES) = 23,12 TOTAL RUNOFF(CFS) = 19,34 TC(MIN) = 18.08 . **************************************************************************** FLOW PROCESS FROM NODE 422,00 TO NODE 403.00 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.7 UPSTREAM NODE ELEVATION = 12.4 0 DOWNSTREAM NODE ELEVATION =12.20 FLOWLENGTH(FEET) = 20.00 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 19.34 TRAVEL TIME(MIN.) = .04 TC(MIN.) = 18.12 **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 403.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 18.12 RAINFALL INTENSITY (INCH./HOUR) = 1.84 TOTAL STREAM AREA (ACRES) = 2 3.12 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 19.34 **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE = 2 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 13.45(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 420.00 UPSTREAM ELEVATION = 2 00.00 DOWNSTREAM ELEVATION = 190.00 ELEVATION DIFFERENCE = 10.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.227 SUBAREA RUNOFF(CFS) = .87 TOTAL AREA(ACRES) = .87 TOTAL RUNOFF(CFS) = .87 **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 5 »>»COMPUTE TRAPEZOIDAL-CHANNEL FLOW««< »>»TRAVELTIME THRU SUBAREA««< UPSTREAM NODE ELEVATION = 190.00 DOWNSTREAM NODE ELEVATION = 21.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 1400.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 2.000 MANNINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = .87 FLOW VELOCITY(FEET/SEC) = 5.08 FLOW DEPTH(FEET) = .29 TRAVEL TIME(MIN.) = 4.59 TC(MIN.) = 18.04 **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.842 SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 3.74 SUBAREA RUNOFF(CFS) = 3.10 TOTAL AREA(ACRES) = 4,61 TOTAL RUNOFF(CFS) = 3.97 TC(MIN) = 18.04 **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 403.00 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.3 UPSTREAM NODE ELEVATION = 14.28 DOWNSTREAM NODE ELEVATION = 12.3 0 FLOWLENGTH(FEET) = 124.00 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) =3.97 TRAVEL TIME(MIN.) = .33 TC(MIN,) = 18,37 **************************************************************************** FLOW PROCESS FROM NODE 403,00 TO NODE 403,00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) = 18,37 RAINFALL INTENSITY (INCH./HOUR) = 1.82 TOTAL STREAM AREA (ACRES) = 4.61 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 3.97 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY 8 n fl 0 fl fl n fl fl n fl H n fl fl n fl fl n NUMBER (CFS) (MIN.) (INCH/HOUR) 1 8.07 15.78 2.009 2 19.34 18.12 1.837 3 3.97 18.37 1.821 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 29.36 30.66 30.47 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 30.66 TIME(MINUTES) = 18.123 TOTAL AREA(ACRES) =32.36 **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 404.00 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< DEPTH OF FLOW IN 3 6.0 INCH PIPE IS 22.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.7 UPSTREAM NODE ELEVATION =11.80 DOWNSTREAM NODE ELEVATION =11.30 FLOWLENGTH(FEET) = 104.71 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 3 6.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3 0.66 TRAVEL TIME(MIN.) = .26 TC(MIN.) = 18.38 **************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 307.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) =18.38 RAINFALL INTENSITY (INCH./HOUR) = 1.82 TOTAL STREAM AREA (ACRES) =32.36 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 30.66 **************************************************************************** FLOW PROCESS FROM NODE 3 06.00 TO NODE 3 07.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 32.87 RAIN INTENSITY(INCH/HOUR) = 1.25 TOTAL AREA(ACRES) = 304.51 TOTAL RUNOFF(CFS) = 219.23 **************************************************************************** FLOW PROCESS FROM NODE 307.00 TO NODE 307.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) =32.87 RAINFALL INTENSITY (INCH./HOUR) = 1.25 TOTAL STREAM AREA (ACRES) = 3 04.51 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 219.2 3 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 30.66 18.38 1.820 2 219.23 32.87 1.251 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 181.37 240.31 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 240.31 TIME(MINUTES) = 32,870 TOTAL AREA(ACRES) = 3 3 6.87 **************************************************************************** FLOW PROCESS FROM NODE 307.00 TO NODE 308,00 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< PIPEFLOW VELOCITY(FEET/SEC.) = 10.1 UPSTREAM NODE ELEVATION = 10.91 DOWNSTREAM NODE ELEVATION = 10.22 FLOWLENGTH(FEET) = 138.28 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 66,00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 24 0.31 TRAVEL TIME(MIN.) = .23 TC(MIN.) = 33.10 **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE = 2 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 11.89(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 630.00 UPSTREAM ELEVATION = 190.00 DOWNSTREAM ELEVATION =3 0.00 ELEVATION DIFFERENCE = 160.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) =2.411 I i I fl n fl n fl I I I I I I fl fl fl fl fl SUBAREA RUNOFF(CFS) = 2.63 TOTAL AREA(ACRES) = 2.42 TOTAL RUNOFF(CFS) = 2,63 **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 5 »»>COMPUTE TRAPEZOIDAL-CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< UPSTREAM NODE ELEVATION = 30,00 DOWNSTREAM NODE ELEVATION = 20.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1050.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 2.000 MANNINGS FACTOR = .03 0 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 2.63 FLOW VELOCITY(FEET/SEC) = 2,26 FLOW DEPTH(FEET) = .76 TRAVEL TIME(MIN.) = 7.74 TC(MIN.) = 19.63 **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.745 SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 12,03 SUBAREA RUNOFF(CFS) = 9,4 5 TOTAL AREA(ACRES) = 14,45 TOTAL RUNOFF(CFS) = 12.07 TC(MIN) = 19.63 ********************** ***************************************************^^.jt FLOW PROCESS FROM NODE 502.00 TO NODE 502.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 19.63 RAINFALL INTENSITY (INCH./HOUR) = 1.74 TOTAL STREAM AREA (ACRES) = 14.45 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 12.07 *********************************************** *************************^^jt* FLOW PROCESS FROM NODE 510.00 TO NODE 502.00 IS CODE = 2 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = ,4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 13,78(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 980.00 UPSTREAM ELEVATION = 120.00 DOWNSTREAM ELEVATION = 20.00 ELEVATION DIFFERENCE = 100.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.192 SUBAREA RUNOFF(CFS) =6.91 TOTAL AREA(ACRES) = 7.00 TOTAL RUNOFF(CFS) = 6.91 ***************************************************************************^ FLOW PROCESS FROM NODE 502.00 TO NODE 502.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) =13.78 RAINFALL INTENSITY (INCH./HOUR) = 2.19 TOTAL STREAM AREA (ACRES) = 7.00 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 6.91 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 12.07 19.63 1.745 2 6.91 13.78 2.192 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 17.57 16.51 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 17.57 TIME(MINUTES) = 19.630 TOTAL AREA(ACRES) =21.45 ****************************************************************.jt*********** FLOW PROCESS FROM NODE 502.00 TO NODE 308.00 IS CODE = 4 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.2 UPSTREAM NODE ELEVATION = 10.46 DOWNSTREAM NODE ELEVATION = 10.22 • FLOWLENGTH(FEET) = 20,00 MANNINGS N = ,013 GIVEN PIPE DIAMETER(INCH) = 24,00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 17,57 TRAVEL TIME(MIN.) = .04 TC(MIN.) = 19.67 *********************************************************************^*jt^^.ji,^ FLOW PROCESS FROM NODE 308.00 TO NODE 308.00 IS CODE = 1 I I I I I I I I I I I I I I I I fl fl I »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED,FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) =19.67 RAINFALL INTENSITY (INCH./HOUR) = 1.74 TOTAL STREAM AREA (ACRES) = 21.45 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 17.57 **************************************************************************** FLOW PROCESS FROM NODE 307.00 TO NODE 308.00 IS CODE = 7 »>»USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 33.10 RAIN INTENSITY(INCH/HOUR) = 1.25 TOTAL AREA(ACRES) = 336.87 TOTAL RUNOFF(CFS) = 240.31 **************************************************************************** FLOW PROCESS FROM NODE 308.00 TO NODE 3 08.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 33,10 RAINFALL INTENSITY (INCH./HOUR) = 1.25 TOTAL STREAM AREA (ACRES) = 336.87 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 240.31 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 17.57 19.67 1.743 2 240.31 33.10 1.246 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 189.35 252.87 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 252.87 TIME(MINUTES) = 33,100 TOTAL AREA(ACRES) = 3 58,3 2 END OF RATIONAL METHOD ANALYSIS L-LND USE RUNOFF COEFFICIENTS (R-MIONAL METHOD) Coefficient, C Soil Group A B C D Undeveloped . 30 . 35 .^0 .45 Residential: Rural .30 . 35 .40 e Single Family .40 .45 .50 . 55 Multi-Units .45 .50 .50 . 70 .Mobile Ho.Ties [21 .^S .50 . 55 . 65 Con-Jiiercial (2) 80% Impervioiis . 70 . 75 .80 .-1 — Industrial (2) .80 .85 .90 . ?5 90% Imoerv'ious NOTES: Obtain soil group from maps on file with the Departrr.er.t of Sanitation and Flood Control. (2) Where a-ctual conditions deviate significantly from the tabulated imperviousness values of 80% or 90%, the values given for coefficient C, nray be revised by multiplying 80-5 or 90% by the ratio of actual iraper-ziousness to the tabulated imperviousness. However, in no case shall the final coefficient be less than 0.50. For example: Consider comjnercial property on D soil group. Actual imperviousness = 50% Tabulated imperviousness = 80% Revised C = i£ X 0.85 = 0.55 80 APPE.NDIX i: —/aaa - soa - 7CO - £00 \ — saa a —4aaa —3aoo —Zaaa EQa/?r/OA/ 7E I // JSS 7//77S conce/7/rcL^/o/7 i hr. j D///tTj-e/7Cs /n i^/<Tva//an oJa/iff x eZ/'ccf/ye s/oos //ne (See ^ppe/jd/x X-3) -r- ' • r • j L J M//£S JO- •SDO ^\ .300 -200 \ \ ^—1 3- Z — \ \ \ •/OO \ /^ — so — 40 -30 OS- NOTE NATURAL WATERSHEDS] Za B ADD TEN MINUTES TO J ! COMPUTED TIME OF COM- i g^ENTRATlON. { /^<:s/ 4— — 240 /80 /20 /DO • 50 - 80 - 70 ~-^4Q00 -V-3000 \ \ /o - 2 ooo !—/SOO • /£oo . /4oa • /zoo - /ooo • 900 • 800 • 70O • 600 I SOO . 400 — 300 \ — SO — 40 30 - ZO /a /£ -/<f /2 200 £0 /O • 9 • a \— 7 • S H SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES DESIGN MANUAL APPROVED • .'^/j-^^'^i^^-^ <Uuy^ NOMOGRAPH FOR DETER.MINATfCN OF TIME OF CONCENTRATION (Tc) FOR NATURAL WATERSHEDS DATE APPENDIX X-A lV-A-10 Rev. 5/81 Das/g/ pD/r?/-. W!2/sr.s/7Bc/ SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES DESIGN MANUAL^ APPROVED ..y, /y^^./-^^.^^ COMPUTATION CF EFFECTIVE SLOPE FOR NATURAL WATERSHEDS - DATE APPENDIX X-3 U£B^>/y y9.e£y^S 0!/£/?l^A/D T/M£ 0?F FLOW CU/?V£S Fxa/np/^ •• •• I e/rg/A a/ F/an/ • J/^O) /;/: S/op^ -- / ^ % Ca^:/'F/c/,^/7/ o/ £u/7af/. C -.SO j SAN DIEGO COUNTf i I DEPARTMENT OF SPECIAL DISTRICT SERVICES DESIGN MANUAL APPROVED -J-• r ••L. Lyf -0'. URBAN AREAS OVERLAND TIME OF FLOW CURVES DATE APPENDIX X-C INTEN5ITYrDUJV\TI0N DtSIGH CHART March 1902 O u c OJ c ^5 . 'Xi m o I-H X X n 10 15 20 Minutes Directions for Application: 1) From precipitation naps determine 5 hr. and 24 hr. amounts for the selected frequency. These maps are printed in the County Hydrology Manual (10, 50 and 100 yr. maps included in the Design and Procedure Manual). 2) Adjust 5 hr. precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr. precipitation. (Not applicable to Desert) 3) Plot 5 hr. precipitation on the right side of the chart. 4) Drav/ a line through the point parallel , to the plotted lines. 5) This line is the intensity-duration curve for % tlie location being analyzed. Application Form: 0) Selected Frequency JO yr. 1) P. l_£_Jn.. P24= 2) Adjusted *Pg= 3) 4) 1, G 24 in, ^c = min. I = in/hr. *Not Applicable to Desert Region APPENDIX XI-A tn z o t-i X X n I COUNTY OF SAN OIEGO DEPARTMENT OF SANITATION & FLOOD CONTROL i, 10-YEAR 6-l!0Uf^ PRECIPlTATfOfJ IG- ISOPLUVIALS CF 10-YEA5].C-I30ljn PRECIPITATIOil m TENTHS OF h\\ \m\ NATIONAL OCEANIC AND Al U.S. DEPARTMEt^T OF COMMERCE SPSCIAI OTimiPB DOTK,^""" "'fiOSPIIERIC ADMINISTRATION SPECIAL STUDIES BRANCH, OFFICE OF , VDROLOGV, NATIONAL WEATHER SERVICE 1 18° '15-30' 15' 17' '15' 30' 20 20 18 15' 116' APPENDIX Xl-B COUNTV OF SAN OIEGO DEPARTMENT OF SANITATION ft FLOOD CONTROL 33' 10-YEAR 24-HOUR PRECiPiTATIOPJ "20-^ ISOPLUVIALS Pf^EGlPITATlOfJ \\\ 3F 10-YEAR 24-HOUR Er^THS OF AN -inCH NATIONAL OCEANIC AND AT SPECIAL STUDIES BRANCH, OFFICE OF I U.S. DEPARTMEr T OF COMMERCE 30'_ 116' APPENDIX XI-E 50 Year Hydrology RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL ««<««<<<«<«<«<«««««««<«»>»»»»>»»»>»»»»»>>>>>»>> (C) Copyright 1982,1986 Advanced Engineering Software [AES] Especially prepared for: BSI CONSULTANTS <<<««<<<<<<«<<<«<<<<<<<«<<<«<<<<>>>»>»»>>»»»>>»»>>>>>>>>>»>>> **********DESCRIPTION OF RESULTS******************************************** * CITY OF CARLSBAD - MONROE STREET * * HYDROLOGIC ANALYSIS - 50 YR. STORM * * DATE: 5/8/89 * **************************************************************************** USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 50.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.250 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 ««<«<<<<<<<«<<<<<<<<<<<<<<<<<<<<<<»>>»»>»»»>»>>»>»>>>>>>»>>>>> Advanced Engineering Software [AES] SERIAL No. I0723I VER. 3.4A RELEASE DATE: 4/22/86 <<<<««<<««<«<««<<<<«<<<<<<<«<>>>»>>»»»»>»>>>>»>>>>>»>>>>>>> **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 2 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 UPSTREAM ELEVATION = 185.00 DOWNSTREAM ELEVATION = 168.00 ELEVATION DIFFERENCE =17.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 18.128 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.583 SUBAREA RUNOFF(CFS) = 1.99 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 1.99 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 168.00 DOWNSTREAM ELEVATION = 154.00 STREET LENGTH(FEET) = 1680.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 25.85 STREET FLOWDEPTH(FEET) = .55 HALFSTREET FLOODWIDTH(FEET) =19.72 AVERAGE FLOW VELOCITY(FEET/SEC. ) =3.17 PRODUCT OF DEPTH&VELOCITY = 1.75 STREETFLOW TRAVELTIME(MIN) = 8.83 TC(MIN) = 2 6.96 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.000 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 4 2.80 SUBAREA RUNOFF(CFS) = 47.07 SUMMED AREA(ACRES) = 44.20 TOTAL RUNOFF(CFS) = 49.06 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .65 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4,12 DEPTH*VELOCITY = 2.66 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 2 6.96 RAINFALL INTENSITY (INCH./HOUR) = 2.00 TOTAL STREAM AREA (ACRES) =44.20 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 49.06 **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 2 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 UPSTREAM ELEVATION = 159.00 DOWNSTREAM ELEVATION = 156.00 ELEVATION DIFFERENCE =3.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 26.781 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.008 SUBAREA RUNOFF(CFS) = 13.47 TOTAL AREA(ACRES) = 12.20 TOTAL RUNOFF(CFS) = 13.47 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 102.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 156.00 DOWNSTREAM ELEVATION = 153,00 STREET LENGTH(FEET) = 850.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 25.13 ***STREET FLOWING FULL*** STREET FLOWDEPTH(FEET) = .61 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.43 PRODUCT OF DEPTH&VELOCITY =1.48 STREETFLOW TRAVELTIME(MIN) = 5.8 3 TC(MIN) = 32,61 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1,769 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = ,5500 SUBAREA AREA(ACRES) = 23.80 SUBAREA RUNOFF(CFS) = 23.15 SUMMED AREA(ACRES) = 36.00 TOTAL RUNOFF(CFS) = 36.63 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .67 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC,) = 2.8 9 DEPTH*VELOCITY = 1.92 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ' »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) =32.61 RAINFALL INTENSITY (INCH./HOUR) =1.77 TOTAL STREAM AREA (ACRES) = 3 6.00 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 3 6.63 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 49.06 26.96 2.000 2 36.63 32.61 1.769 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 81.46 80.02 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 81.46 TIME(MINUTES) = 26.960 TOTAL AREA(ACRES) =80.20 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 304.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< DEPTH OF FLOW IN 51.0 INCH PIPE IS 40.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.7 UPSTREAM NODE ELEVATION = 153.00 DOWNSTREAM NODE ELEVATION = 150.00 FLOWLENGTH(FEET) = 1100.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 81.46 TRAVEL TIME(MIN.) = 2.73 TC(MIN.) =29.69 **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 304.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 29.69 RAINFALL INTENSITY (INCH./HOUR) = 1.88 TOTAL STREAM AREA (ACRES) = 8 0.20 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 81.46 **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 2 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 UPSTREAM ELEVATION = 350.00 DOWNSTREAM ELEVATION = 292.00 ELEVATION DIFFERENCE =58.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 19.859 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.435 SUBAREA RUNOFF(CFS) =3.35 TOTAL AREA(ACRES) = 2.50 TOTAL RUNOFF(CFS) = 3,35 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 292.00 DOWNSTREAM ELEVATION = 202.00 STREET LENGTH(FEET) = 3000.00 CURB HEIGTH(INCHES) =8. STREET HALFWI DTH (FEET) = 32.00 STREET CROSSFALL (DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) =42.75 STREET FLOWDEPTH(FEET) = .53 HALFSTREET FLOODWIDTH(FEET) =18.41 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.98 PRODUCT OF DEPTH&VELOCITY = 3.15 STREETFLOW TRAVELTIME(MIN) = 8.37 TC(MIN) = 28.23 50 YEAR RAINFALL INTENSITY(INCH/HOUR) =1.941 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 73.50 SUBAREA RUNOFF(CFS) = 78,47 SUMMED AREA(ACRES) = 76,00 TOTAL RUNOFF(CFS) = 81.82 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .64 HALFSTREET FLOODWIDTH(FEET) = 24.03 FLOW VELOCITY(FEET/SEC.) = 6.86 DEPTH*VELOCITY = 4.38 **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 304.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 3 3.0 INCH PIPE IS 22.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) =18.8 UPSTREAM NODE ELEVATION = 200.00 DOWNSTREAM NODE ELEVATION = 152,00 FLOWLENGTH(FEET) = 1200,00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 81.82 TRAVEL TIME (MIN. ) = 1.06 TC(MIN..) = 29.29 **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 304,00 IS CODE = 8 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) =1.89 6 SOIL CLASSIFICATION IS "D" -SINGLE FAMILY DEVELOPMENT RUNOFF'COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 73.70 SUBAREA RUNOFF(CFS) = 76.83 TOTAL AREA(ACRES) = 149.70 TOTAL RUNOFF(CFS) = 158.66 TC(MIN) = 29.29 \. **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 304.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) =29.29 RAINFALL INTENSITY (INCH./HOUR) =1.90 TOTAL STREAM AREA (ACRES) = 149.70 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = . 158.66 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 81.46 29.69 1.879 2 158.66 29.29 1.896 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS:" 238.74 239.41 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 239.41 TIME(MINUTES) = 29.289 TOTAL AREA(ACRES) = 229.90 **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 305.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< >»>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« DEPTH OF FLOW IN 45.0 INCH PIPE IS 3 5.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 25.9 UPSTREAM NODE ELEVATION = 152.00 DOWNSTREAM NODE ELEVATION =63.58 FLOWLENGTH(FEET) = 1850.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 4 5.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 239.41 TRAVEL TIME(MIN.) = 1.19 TC(MIN.) = 3 0.48 **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 305.00 IS CODE. = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.847 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = . 7 3.70 SUBAREA RUNOFF(CFS) = 74.88 TOTAL AREA(ACRES) = 303.60 TOTAL RUNOFF(CFS) = 314.29 TC(MIN) = 30.48 **************************************************************************** FLOW PROCESS FROM NODE 3 05,00 TO NODE 306.00 IS CODE = 4 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< >»»USING USER-SPECIFIED PIPESIZE««< PIPEFLOW VELOCITY(FEET/SEC.) =25.0 UPSTREAM NODE ELEVATION = 50.79 DOWNSTREAM NODE ELEVATION = 12.66 FLOWLENGTH(FEET) = 1034,00 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 314.29 TRAVEL TIME(MIN.) = .69 TC(MIN.) = 31.17 **************************************************************************** FLOW PROCESS FROM NODE 306,00 TO NODE 306.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 31.17 RAINFALL INTENSITY (INCH./HOUR) = 1.82 TOTAL STREAM AREA (ACRES) = 303.60 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 314.29 **************************************************************************** FLOW PROCESS FROM NODE 52 0.00 TO NODE 521.00 IS CODE = 2 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 34.00 UPSTREAM ELEVATION = 63.58 DOWNSTREAM ELEVATION =63,10 ELEVATION DIFFERENCE = .48 ' URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 1.43 3 TIME OF CONCENTRATION ASSUMED AS 5-MINUTES 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.928 SUBAREA RUNOFF(CFS) = .56 TOTAL AREA(ACRES) = ,10 TOTAL RUNOFF(CFS) = .56 **************************************************************************** FLOW PROCESS FROM NODE 521.00 TO NODE 522,00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<.«« UPSTREAM ELEVATION = 63.10 DOWNSTREAM ELEVATION = 21.75 STREET LENGTH(FEET)= 1033.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 34.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.07 STREET FLOWDEPTH(FEET) = .26 HALFSTREET FLOODWIDTH(FEET) = 6.83 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.55 PRODUCT OF DEPTH&VELOCITY = .93 STREETFLOW TRAVELTIME(MIN) = 4.85 TC(MIN) =9.85 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.827 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = .81 SUBAREA RUNOFF(CFS) = 2.94 SUMMED AREA(ACRES) = .91 TOTAL RUNOFF(CFS) = 3.51 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .29 . HALFSTREET FLOODWIDTH(FEET) = 8.36 FLOW VELOCITY(FEET/SEC.) = 4.29 DEPTH*VELOCITY = 1.26 **************************************************************************** FLOW PROCESS FROM NODE 522.00 TO NODE 306.00 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 19.6 UPSTREAM NODE ELEVATION =17,2 0 DOWNSTREAM NODE ELEVATION =14.96 FLOWLENGTH(FEET) = 5.28 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.51 TRAVEL TIME(MIN.) = .00 TC(MIN.) =9.86 **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 306.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 9,86 RAINFALL INTENSITY (INCH./HOUR) =3.83 TOTAL STREAM AREA (ACRES) = .91 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 3,51 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 314.29 31.17 1.821 2 3.51 9.86 3.826 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 315.96 153.08 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 315.96 TIME(MINUTES) = 31.171 TOTAL AREA(ACRES) =304.51 **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 307.00 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< PIPEFLOW VELOCITY(FEET/SEC.) = 25.1 UPSTREAM NODE ELEVATION = 22.20 DOWNSTREAM NODE ELEVATION = 21.10 FLOWLENGTH(FEET) = 59.72 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 315.96 TRAVEL TIME(MIN.) = .04" TC(MIN.) = 31.21 **************************************************************************** FLOW PROCESS FROM NODE 43 0.00 TO NODE 431.00 IS CODE = 2 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH(FEET) =34.00 UPSTREAM ELEVATION = 63.58 DOWNSTREAM ELEVATION = 63.51 ELEVATION DIFFERENCE = .07 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.588 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 5-MINUTES 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.928 SUBAREA RUNOFF(CFS) = .56 ' TOTAL AREA(ACRES) = -10 TOTAL RUNOFF(CFS) = .56 **************************************************************************** FLOW PROCESS FROM NODE 431,00 TO NODE 403.00 IS CODE = 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< I =========== ' TT DOWNSTREAM ELEVATION = 2 0.44 UPSTREAM ELEVATION = 63.11 D^^f^^^^TH(INCHES) = 6, STREET LENGTH(FEET) = 1102.50 ^URB Hi,i ^^^^^^^ ^ ^^^^^ STREET FLOWDEPTH(FEET) = ^ „. HALFSTREET FLOODWIDTH(FEET) = 6.74 AVERAGE FLOW VELOCITY(FEET/SEC. = 3.99 PRODUCT OF DEPTH&VELOCITY = 1-04 STREETFLOW TRAVELTIME(MIN) = 4.61 TC(MIN) 50 YEAR RAINFALL INTENSITY(INCH/HOUR) =. 3.890 f/oSs5S£=.Sj Xo.. CO.™ ^^^^ ^ 3 SUBAREA ARE&(ACRES) - .poTAL RUNOFF(CFS) - 1-" SUMMED AREA(ACRES) = „,V Svnoim TCS• END OF SUBAREA STREETFLOW HYDRAULICS ^ S"ifL^STV,FE^T/SE?T"" - DEPTH*VELOCITV = 1.35 FLOW PROCESS FROM NODE 403.00J0^N0UL^^^4u ";;;;;DEsiGNi^riNDEPENDENrsTO^^ ^i;;;iuENcnAmEr ^ ^^^^ TIME OF CONCENTRATION(MINUTES)= 9.61 ™NFALL INTENSITY (INCH /HOUR) = 3.89 ^^T^L = ^IVA^IV^^ CON^LSINCE = 4 . 07 FLOW PROCESS FROM NODE 4lO^OO^TO^NODL •";;;;^iiSNirMETHOD'i^ INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION = 6°:°°,^ DOWNSTREAM ELEVATION = 57.40 50 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.938 forA"Ssn° .3^ TOTAL RUNOFF (CPS, - .60 FLOW PROCESS FROM NODE 411.00_TO_NODE__^4_0_3_. 0_0__IS__CODE_=_^ "";;;;coMPuiriTOEEi;Lo7i^vELTiM^ ============™7^""I" 57 40 DOWNSTREAM ELEVATION = 20.44 UPSTREAM ELEVATION - ^^"^^ CURB HEIGTH(INCHES) = 6. STREET LENGTH (FEET) = 1390.00 ^URB HEIO ^ ^ ^^^^^^^ ^^^00 STREET HALFWIDTH(FEET) = 32 00 ^TREET CR J ^ SPECIFIED^NUMBER^OF ^^^Ifll^^fll,, P,OW(CFS) = 4.40 STREET FLOWDEPTH(FEET) = -34 HALFSTREET FLOODWIDTH(FEET) = 10.55 AVERAGE FLOW VELOCITY(FEET/SEC. = 3.57 PRODUCT OF DEPTH&VELOCITY = 1-21 ^ STREETFLOW TRAVELTIME(MIN) = 6-48 TC(MIN) 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.810 lo^^^'^^^^^ -f- -srRu;oF^^-> - .... =\rAtsr=- TOT^^ - END OF SUBAREA STREETFLOW HYDRAULICS ^^^ ^^^^^ ^ ^ ^ DEPTH(FEET) = •3^,„ ^ 35 DEPTH*VELOCITY = 1.72 FLOW VELOCITY (FEET/SEC.) - 4.35 ut-fi" FLOW PROCESS FROM NODE^^ 403^00 TO^NUU^ ™NFALL INTENSITY (INCH./HOUR) = 2.81 ?S?fL r0F^fc?ir A; CON^UENCE = B.34 CONFLUENCE INFORMATION: ^^^J^STTY QTPFAM RUNOFF TIME INTENbliY llllZ (CFS)_ (MIN.)JINOT^^ - -- - g^g^ 3^890 2 8:34 15.91 2.810 -ssr=s:?,?s,?='ii.rT"^-"'' TOTAL AREA(ACRES) =4.63 FLOW PROCESS FROM NODE 403.00 TO NODE »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) =15.91 RAINFALL INTENSITY (INCH./HOUR) =2.81 TOTAL STREAM AREA (ACRES) =4.63 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 11.28 **************************************************************************** FLOW PROCESS FROM NODE 420.00 TO NODE 421.00 IS CODE = 2 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 14.22(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 UPSTREAM ELEVATION = 205.00 DOWNSTREAM ELEVATION = 195.00 ELEVATION DIFFERENCE = 10,00 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3,021 SUBAREA RUNOFF(CFS) = 1.97 TOTAL AREA(ACRES) = 1.45 TOTAL RUNOFF(CFS) = 1.97 **************************************************************************** FLOW PROCESS FROM NODE 421.00 TO NODE 422.00 IS CODE = 5 »»>COMPUTE TRAPEZOIDAL-CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< UPSTREAM NODE ELEVATION = 195.00 DOWNSTREAM NODE ELEVATION =14.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1180.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 2.000 MANNINGS FACTOR = .03 0 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1.97 FLOW VELOCITY(FEET/SEC) = 5.86 FLOW DEPTH(FEET) = .41 TRAVEL TIME(MIN.) = 3,36 TC(MIN.) =17.57 **************************************************************************** FLOW PROCESS FROM.NODE 422.00 TO NODE 422.00 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.635 SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 21.67 SUBAREA RUNOFF(CFS) = 25.70 TOTAL AREA(ACRES) = 23.12 TOTAL RUNOFF(CFS) = 27.67 TC(MIN) =17.57 **************************--*--™**:*rr^^^ FLOW PROCESS FROM NODE 422.00 TO NODE___403.00_IS_CODE_____4 '>;>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< >>»>USING USER-SPECIFIED^PIPESIZE<<<<<^^^^^ PIPEFLOW VELOCITY(FEET/SEC.) =8.8 UPSTREAM NODE ELEVATION = 12.^0 DOWNSTREAM NODE ELEVATION = ^12.20 ^^irpfpl<STER,IN^Si°2 .ns™ NS«-BER-SJ%IPES = I =°?iSrMi-r=^^'^"oi = TC(^^N!^ - I7.ei r************'''"'^''^'' „^T>Tn nn Tc; rODF = 1 FLOW PROCESS FROM NODE 403.00_TO_NODE___403.00_IS_CODE 1_ '"i^^^DES^GNlir^NDEPENDE^^ '^CONFLUENCrvlLUErUSED"^0^ ^ STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = ^^-^^ RAINFALL INTENSITY (INCH./HOUR) = 2.63 lllil = 'pS^OF^Sir A; CO^FLJENCE - 27 . 67 t************'*'^'^'^''^ " " .T^T^T. Am nn TC; rODF = 2 FLOW PROCESS FROM NODE 400.00JO_NODE___401.00_IS_CODE 2 ';>>i>^TIONAL'METHOD INITIAL SUBAREA_ANALYSIS<<<<<^^^^^^^^^^^^ RuJ^L'^fESmENT°RUNOFF'cOEFFICIENT = .4500 ""^TuXwA?ERSHED NOMOGRAPH ^^E OF CONCENTRATION • WITH 10-MINUTES ADDED = 1^.45(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 420.00 UPSTREAM ELEVATION = 200.00 DOWNSTREAM ELEVATION = 1^°-°° ^frA"FfLf?N?E;slTY(™cS;HOUR, - 3.132 fo?r"c™^ TOTAL. RUNOFF(CFS, = 1.23 FLOW PROCESS FROM NODE _ 401^00_TO^NODE 402^00^IS_CODE ">>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< 1 11.28 15.91 2.810 2 27.67 17.61 2.632 3 5.65 17.94 2.600 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 42.43 43.82 43.43 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 43.82 TIME(MINUTES) = 17.611 TOTAL AREA(ACRES) =32.3 6 **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 404.00 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< PIPEFLOW VELOCITY(FEET/SEC,) = 6,2 UPSTREAM NODE ELEVATION = 11.80 DOWNSTREAM NODE ELEVATION = 11.30 FLOWLENGTH(FEET) = 104.71 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 3 6.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4 3.82 TRAVEL TIME(MIN.) = .28 TC(MIN.) = 17.89 **************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 307.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) =17.89 RAINFALL INTENSITY (INCH./HOUR) = 2.60 TOTAL STREAM AREA (ACRES) = 32.36 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 43.82 **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 307.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<«« USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 31.21 RAIN INTENSITY(INCH/HOUR) = 1.82 TOTAL AREA(ACRES) = 304.51 TOTAL RUNOFF(CFS) = 315.96 **************************************************************************** FLOW PROCESS FROM NODE 307.00 TO NODE 307.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<« CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 31.21 RAINFALL INTENSITY (INCH./HOUR) = 1.82 TOTAL STREAM AREA (ACRES) = 304.51 TOTAL STREAM RUNOFF(GFS) AT CONFLUENCE = 315.96 CONFLUENCE INFORMATION: STREAM, RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 43.82 17.89 2.605 2 315.96 31.21 1.819 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 264.51 346.57 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 346.57 TIME(MINUTES) = 31.210 TOTAL AREA(ACRES) = 3 36.87 **************************************************************************** FLOW PROCESS FROM NODE 307.00 TO NODE 308.00 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< PIPEFLOW VELOCITY(FEET/SEC.) = 14.6 UPSTREAM NODE ELEVATION =10.91 DOWNSTREAM NODE ELEVATION = 10.22 FLOWLENGTH(FEET) = 138.28 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 346.57 TRAVEL TIME(MIN.) = .16 TC(MIN.) = 31.37 **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE = 2 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 11.89(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 630.00 UPSTREAM ELEVATION = 190.00 DOWNSTREAM ELEVATION =30.00 ELEVATION DIFFERENCE = 160.00 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.390 SUBAREA RUNOFF(CFS) =3.69 TOTAL AREA(ACRES) = 2.42 TOTAL RUNOFF(CFS) = 3.69 FLOW PROCESS FROM NODE , 501^00^T0^NOUt ";;>>>COMPOTE'i^PEZOIDAL-CHANNEL FLOW««< »»>TRAVELTIME THRU_SUBAREA<<<<<^^^^^^^^^^^^^^^^^^^^^^^^^==========^ ^^UPSTREMi'NODE ELEVATION = ^^IQ^ 0 • DOWNSTREAM NODE ELEVATION = ^^t ^n^^n 00 CSNEL LENGTH THRU SUBAREA(FEET) = 1050.00. ^^^^^ SfN^S^S''^ :030 -LxiMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS)= •OEPTH(FEET) = .84 ^^ElTlS^EfMS^^^^^^^ ^-(M--) = FLOW PROCESS FROM NODE ^ 501^00^iU^r^uur, "";;;;;ADDiiio7orsuBARE^^^^ ^^^irYEArMN^ALLlN^ENSITY'^INCH/HOUR) = 2.542 SSL^S^JO-^^^^^^^ . .3.7e TC(MIN) =18.58 "";;;;DE;iGNMriNDE;ENDENT STREAM_FOR_CONFLUENCE<<<<<^ 'iMmrvAiuErusSr;^^^^^^^ ^ TIME OF CONCENTRATION(MINUTES) = 18.58 MNFALL INTENSITY (I«CH;/H°"''> ^5 '' S?fL ^N^F^Sir- CONFLUENCE - 17.45 FLOW PROCESS FROM NODE^^^510^00^TO^NOUt, "";;;;^iioNArMEiHODiNiiiArsuBARE^ WITH 10-MINUTES ^DDED= 13.78(MINOT^^ INITIAL SUBAREA FLOW-LENGTH(FEEi) UPSTREAM ELEVATION =12 0.00 DOWNSTREAM ELEVATION = JO.00 fo?r"cRESr= " -00^^ TOTAL RUNOFF(CFS) = 9-71 ^loN^LU^NSlALUErUSED^ ^ ARE: TIME OF CONCENTRATION(MINUTES) = 13.78 RAINFALL INTENSITY (INCH./HOUR) = 3.08 TOTAL STREAM AREA (ACRES) = ''^^ ^ a 7i ?OTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 9.71 CONFLUENCE INFORMATION: -,,,^^MQTrrv STREAM RUNOFF TIME INTENSITY (CFS) ___JMIN.) JINCH/HO^^^ - ^g^^g 2.542 .2 9.71 13.78 3.083 ^.TT TMTFNqTTY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS ^SoSs'cSrFLSD^^S^ ARB AS FOLLOWS: TOTAL AREA(ACRES) = 21.45 ************************-*---—r**;;rrirjo^^^ FLOW PROCESS FROM NODE 502.00_TO_NODE___308.00_IS_CO^ "";;>;^SMPOTE'pipE^LOW TRIVELTIME THRU SUBAREA««< JJJJJuSING USER-SPECIFIED^PIPESIZE<<<<<^^^^^ "PIPEFLOW VELOCITY (FEET/SEC.) = 8.1 UPSTREAM NODE ELEVATION = ^^IV'^^ DOWNSTREAM NODE ELEVATION = ^10'22 ^iSr-pfpl'STERdW^Hr^ aHf; NSMBER-OF PIPES - 1 ?sfErTirE!Si^"r'^<"ci - .c^' - ^^-^ 'DES^GNA^E INDEPENDENT STREAM_FORJONFLUENC^ >>»>I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) =18.62 RAINFALL INTENSITY (INCH./HOUR) = 2.54 TOTAL STREAM AREA (ACRES) =21.45 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 25.46 **************************************************************************** FLOW PROCESS FROM NODE 3 07.00 TO NODE 308.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN> = 31.37 RAIN INTENSITY(INCH/HOUR) =1.81 TOTAL AREA(ACRES) = 336.87 TOTAL RUNOFF(CFS) = 346.57 **************************************************************************** FLOW PROCESS FROM NODE 308.00 TO NODE 308.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 31.37 RAINFALL INTENSITY (INCH./HOUR) = 1.81 TOTAL STREAM AREA (ACRES) = 336.87 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 34 6.57 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 25.46 18.62 2.539 2 346.57 31.37 1.813 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 273.04 364.76 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 364.76 TIME(MINUTES) = 31,370 TOTAL AREA(ACRES) = 358,3 2 END OF RATIONAL METHOD ANALYSIS I I RUNOFF COEFFICIENTS (R.ATI0NAL .METHOD) L-\ND USE Undeveloped Residential: .Rural Single Family Multi-Units .Mobile Homes (2) Commercial (2) 80% Impervious Industrial (2) 90% Impervious Coefficient, C Soil Group (1) .30 .50 .40 .^5 . 4 3 . 70 .80 B . 35 . 55 C .40 90 NOTES: (1) Obtain soil group from maps on file with the Deoart.Tier.t of Sanitation and Flood Control. (2) iVhere actual conditions deviate significantly from the tabulated Lmperviousness values of 80% or 90-6, the values given for coefficient C, may be revised by multiplying 80% or 90% by the ratio of actual imperviousness to the tabulated imperviousness. However, in no case shall the final coefficient be less than 0.50. For example: Consider commercial property on D soil group. Actual imperviousness = 50% Tabulated imperviousness = 80% Revised C = 1° X 0.85 = 0.55 W APPE.\'DIX F^£/ —Soaa — 4oaa —3aoo —zaaa £Q///?r/OA/ Tc - 7i- L ' .38S : i^ r. J 7//ne o/ conCfzrj/raJ^/o/y Leng//} of Mi/<:rj-/7ed (/y;l.) D///'i:re/7Cs in i^/i^va/ian ayo/jg- ^ £//'(Tc//fe s/ope /i/7i^ CSce Aipe/idix X-3) ( • r • J L /i^i/tss >^£r/ A/oiyr^ M/na/ss 4 ! 240 -—/oaa 900 - SOO - 700 £0O \ \ - SOO \ -400 -300 -20O /o- \ \ \ £ — 4- 2- /80 /20 . /DO • 50 \— 80 • 70 £0 \ \ \ •/OO \ - -So •40 \—30 OS — NOTE 5FOR NATURAL WATERSHEDS; ZO g ADD TEN MINUTES TO \ \ COMPUTED TIME OF COf^ \ -^S/jOO ^4^0 \ .3000 \ \ CENTRATION- — /O - 2000 •/SOO /ooo - /400 /200 - /OOO • 900 • 800 • 700 • SOO -SOO 1— 'fOO -300 \ \ \ — SO — 40 — 30 - ZO /a /£ • /4 /2 - /O • 9 • a • 7 • £ 4 — 3 200 H Tr SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES APPROVED DESIGN MANUAL NOMOGRAPH FOR DETER-MlNATfCN OF TIME OF CONCE.^JTRATION (Tc) FOR NATURAL WATERSHEDS HATF IZ/lf^"] APPENDIX X-A IV-A-IO Rev. S/Sl !A/a/er.s/}t^eJ Dit//ide. D/i//ds Difsi^n Fa/,-}/ /9rea 7?' - /Prsa. "B' SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES DESIGN MANUAL. APPROVED /y4-/-/-^>^t^^ XC< COMPUTATION OF EFFECTIVE SLOPE FOR NATURAL WATERSHEDS - DATE I APPENDIX X-3 a^B^/V /P^F/PS Oi/£/?l^A/D T/M£ OF FLOW CUF'/£S saa I 400 3ao I 200 Y /aa m 70 %f^\'/:^'^f=^P=^^-/^—^- ^ ^ //:/M:/'::/::;;./ - : \:ji;z=^ \\/-''^\'t^ S2^ ^ 3?C '^./\\r-\7vZ7:\'\\'/. -y^^ so 7 ./ 21 3_ 22 / ^ - - / . • -. _y I Fxa/np/^ •• - / (T/rgM a/ F/okv • SOO? /A S/opiS -- % Cai^Mc/s/?/ a/ Funo//. C • .SO Bcaa/ -Oycr/t^nc/F/aiY/^/me --/^ jlf//7L//cs SAN DIEGO COUNTf DEPARTMENT OF SPECIAL DISTRICT SERVICES APPROVED DESIGN MANUAL. URBAN AREAS OVERLA.MD TIME OF FLOW CURVES DATE APPENDIX X-C 2% RESIDENTIAL STRE: ONE SIDE ONLY 2 3 4. 56783 10 DISCHARGE (C F S.) EXAMPLE: OCf Given>a=IO 8=2.5% DCt Chart gh(«s: Depth = a4, Velocity = 4.4 f^s. 20 2.T 30 40 50 SAN DIEGO courmr DEPARTMENT QF SPECIAL DISTRiCT SERVICES DESIGN MANUJltiT . APPROVED ^r.^'M<0P^^^^'. GUTTER AND ROADWAY DISCHARGE-VELOCITY CHAR1 DATE .TP tz * •—r-i APPENDIX X-D INTENSITYrDUlV\TION DESIGN CHART March 19B2 .TTrlTrimnTh-rnrrn-ni - I Equation; I iTTTnirnji- r nniTiTrrrLTTKn:ni -.645 7,44 P. D o Intensity (In./Hr.) 6 Hr. Precipitation (In.) Duration (Min.) 15 20 Minutes Directions for Application: 1) From precipitation naps determine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed in the County Hydrolony Manual (10, 50 and 100 yr. maps included in the Design and Procedure Manual). 2) Adjust 6 hr. precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr. precipitation. (Hot npplicable to Desert) 3) Plot 6 hr. precipitation on the right side of the chart. 4) Drav/ a line through the point parallel to the plotted lines. 5) This line is tKe intensity-duration curve for, the location being analyzed. Application Form: 0) Selected Frequency -50 yr. 1) P5 = _£ili_"in.. P24= _ia5_, 2) Adjusted *Pg«= 3) t^ = niin. 4) I = ^in/hr. ^24 in. 60 %* *Not Applicable to Desert Region APPENDIX XI-A COUfTTY OF SAN DIEGO DEPARTMErrr OF SANITATION g. FLOOD CONTROL 50-YEAR -64100^ PREG!PITAT!OfJ ^20-^- ISOPLUVIALS OF 50-YEAR 6-HOUR PhEClPITATiOri m TlIfilTlS OF CSA iuCM 33' U.S. DEPARTMENT > NATIONAL OCEANIC AND AT: ^ SPECIAL STUDIES BRANCH, OFFICE OKU m 2 30' X X i-< I n 15' 116° APPONDIX XI-C COUNTY OF SAN DIEGO DEPARTMENT OF SANITATION t FLOOD CONTROL ^5' 30' 15' 33' ^5' Prepo U.S. DEPARTMEN SPKCIAL STUDIES DRANCII, OFFICE OF II 30' 50-YEAR 24-HOUR PRECiPITATIOr^ '20^/ ISOPLUVIALS OF 50-YEAR 24-llOUR PRECIPITATIOn m liENTIlS OF AN IHCH d by r OF COMMERCE NATIO.S'AL OCEANIC AND ATsjo.S PI | E Rl C ADMINISTRATION DU'OLOr.V. NATIONAL WEATHER SERVICE 118° 30 1 1 O APPENDIX XI-F 100 Year Hydrology RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL <«<<««<<<«<<<<<<<«<«<<«<«<<«<»»»>»>>»»>>>»>>>>»>>>>>>>>>>>> (C) Copyright 1982,1986 Advanced Engineering Software [AES] Especially prepared for: BSI CONSULTANTS <<<<<<<<<<<«<<«<<<<«<«<<<<<<<<<<<<>>>>>>»»>>»»>»>>»>>>»>>>>>»>>> **********DESCRIPTION OF RESULTS******************************************** * CITY OF CARLSBAD - MONROE STREET * * HYDROLOGIC ANALYSIS - 100 YR. STORM * * DATE: 5/8/89 * **************************************************************************** USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 198 5 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 <<<<<<<<<<<<<<<<<«<<<<<«<<<<<<<<<«<>>>>»>>»>>>>>>»>>>»»»>>>>»>>>>> Advanced Engineering Software [AES] SERIAL No. I0723I VER. 3.4A RELEASE DATE: 4/22/86 <«<<<<<<<«<<<<<<<«<«<<<<<<<<<<<<<<>>>>>>>»»>>>»>»>>»>>>>>>>>>>>>>>> **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 2 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 UPSTREAM ELEVATION = . 185.00 DOWNSTREAM ELEVATION = 168,00 ELEVATION DIFFERENCE = 17,00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 18.128 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) ='2.985 SUBAREA RUNOFF(CFS) = 2.30 • TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 2.3 0 **************************************************************************** FLOW PROCESS FROM NODE 101.00.TO NODE 102.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 168.00 DOWNSTREAM ELEVATION = 154.00 STREET LENGTH(FEET) = 1680.00 CURB HEIGTH(INCHES) =8, STREET HALFWIDTH(FEET) = 20,00 STREET CROSSFALL(DECIMAL) = ,0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3 0.24 ***STREET FLOWING FULL*** STREET FLOWDEPTH(FEET) = .57 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.45 PRODUCT OF DEPTH&VELOCITY = 1.96 STREETFLOW TRAVELTIME(MIN) = 8.12 TC(MIN) = 26.25 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.351 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 42.80 SUBAREA RUNOFF(CFS) = 55.34 SUMMED AREA(ACRES) = 44.20 TOTAL RUNOFF(CFS) = 57.64 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .67 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.)•= 4.55 DEPTH*VELOCITY = 3.03 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE =1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MINUTES) = 2 6,'2 5 RAINFALL INTENSITY (INCH,/HOUR) = 2,35 TOTAL STREAM AREA (ACRES) = 44.20 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE =57.64 **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 2 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 . INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 UPSTREAM ELEVATION = 159.00 ... DOWNSTREAM ELEVATION = 156.00 ELEVATION DIFFERENCE =3.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 26.781 100 YEAR RAINFALL INTENSITY(INCH/HOUR) =2.321 SUBAREA RUNOFF(CFS) =15.57 TOTAL AREA(ACRES) = 12.20 TOTAL RUNOFF(CFS) = 15.57 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 102.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 156.00 DOWNSTREAM ELEVATION = 153.00 STREET LENGTH(FEET) = 8 50.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 2 0.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 29.04 ***STREET FLOWING FULL*** STREET FLOWDEPTH(FEET) = .63 HALFSTREET FLOODWIDTH(FEET) = 2 0.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.61 PRODUCT OF DEPTH&VELOCITY = 1.64 STREETFLOW TRAVELTIME(MIN) = 5.42 TC(MIN) = 32,20 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.060 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 23.80 SUBAREA RUNOFF(CFS) = 26.97 SUMMED AREA(ACRES) = 3 6.00 TOTAL RUNOFF(CFS) = 42.54 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .70 HALFSTREET FLOODWIDTH(FEET) = 2 0,00 FLOW VELOCITY(FEET/SEC.) = 2.99 DEPTH*VELOCITY = 2.11 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >»»AND COMPUTE VARIOUS CONFLUENCED "STREAM VALUES««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 32.20 RAINFALL INTENSITY (INCH./HOUR) =2.06 TOTAL STREAM AREA (ACRES) = 3 6.00 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 42.54 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 57.64 26.25 2.351 2 42.54 32.20 2.060 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 94.92 93.06 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 94.92 TIME(MINUTES) = 26.249 TOTAL AREA(ACRES) = 80.20 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 304,00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< DEPTH OF FLOW IN 54.0 INCH PIPE IS 43.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.0 UPSTREAM NODE ELEVATION = 153.00 DOWNSTREAM NODE ELEVATION = 150.00 FLOWLENGTH(FEET) = 1100.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) =94.92 TRAVEL TIME(MIN.) = 2.63 TC(MIN,) = 28.87 **************************************************************************** FLOW PROCESS FROM NODE 3 04.00 TO NODE 3 04.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 28.87 RAINFALL INTENSITY (INCH./HOUR) =2.21 TOTAL STREAM AREA (ACRES) =80,20 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 94,92 **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 2 »»>RATIONAL METHOD INITIAL SUBAREA 'ANALYSIS««< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 UPSTREAM ELEVATION = 350.00 DOWNSTREAM ELEVATION = 2 92.00 ELEVATION DIFFERENCE = 58.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 19.859 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.814 SUBAREA RUNOFF(CFS) = 3.87 - .: - • TOTAL AREA(ACRES) = 2.50 TOTAL RUNOFF(CFS) =. 3.87 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 292.00 DOWNSTREAM ELEVATION = 202.00 STREET LENGTH(FEET) = 3000.00 CURB HEIGTH(INCHES) = 8. STREET HALFWIDTH(FEET) = 32.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 49.89 STREET FLOWDEPTH(FEET) = .56 HALFSTREET FLOODWIDTH(FEET) = 20.28 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.80 PRODUCT OF DEPTH&VELOCITY = 3.27 STREETFLOW TRAVELTIME(MIN) = 8.62 TC(MIN) = 28.48 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.230 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = ,5500 SUBAREA AREA(ACRES) = 73.50 SUBAREA RUNOFF(CFS) = 90.15 SUMMED AREA(ACRES) = 76.00 TOTAL RUNOFF(CFS) = 94.02 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .68 HALFSTREET FLOODWIDTH(FEET) = 25.91 FLOW VELOCITY(FEET/SEC.) = 6.81 DEPTH*VELOCITY = 4.61 **************************************************************************** FLOW PROCESS FROM NODE 3 03.00 TO NODE 3 04.00 IS CODE = 3 »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< DEPTH OF FLOW IN 3 3,0 INCH PIPE IS 25.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) =19.2 UPSTREAM NODE ELEVATION = 200.00 DOWNSTREAM NODE ELEVATION = 152.00 FLOWLENGTH(FEET) = 1200.00 MANNINGS N = ,013 ESTIMATED PIPE DIAMETER(INCH) = 3 3,00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 94.02 TRAVEL TIME(MIN.) = 1.04 TC(MIN.) = 29.53 **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 304.00 IS CODE =8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.179 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = . 73.70 SUBAREA RUNOFF(CFS) = " 88.33 TOTAL AREA(ACRES) = 149.70 TOTAL RUNOFF(CFS) . = 182.35 TC(MIN) = 29.53 > ^-^ ; **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 304.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) =29.53 RAINFALL INTENSITY (INCH./HOUR) =2.18 TOTAL STREAM AREA (ACRES) =149.70 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 182.35 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 94.92 28.87 2.211 2 182.35 29.53 2.179 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 274.67 275.92 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 275.92 TIME(MINUTES) = 29.525 TOTAL AREA(ACRES) = 229.90 ************************************************* * * ************************* FLOW PROCESS FROM NODE 304.00 TO NODE 305.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< DEPTH OF FLOW IN 48.0 INCH PIPE IS 3 6.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.)= 2 6.9 UPSTREAM NODE ELEVATION = 152.00 DOWNSTREAM NODE ELEVATION = 63.58 FLOWLENGTH(FEET) = 1850.00 MANNINGS N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 275.92 . TRAVEL TIME(MIN.) = 1.15 TC(MIN,) = 30,67 **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 305.00 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE,; PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.126 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 73.70 SUBAREA RUNOFF(CFS) = 86.19 TOTAL AREA(ACRES) = 303.60 TOTAL RUNOFF(CFS) = 362.11 TC(MIN) =30.67 **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 306.00 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< PIPEFLOW VELOCITY(FEET/SEC.) =28.8 UPSTREAM NODE ELEVATION = 50.79 DOWNSTREAM NODE ELEVATION =12.66 FLOWLENGTH(FEET) = 1034.00 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 362.11 TRAVEL TIME(MIN.) = .60 TC(MIN.) = 31.27 **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 306.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 31.27 RAINFALL INTENSITY (INCH./HOUR) = 2.10 TOTAL STREAM AREA (ACRES) = 303.60 . TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 362.11 **************************************************************************** FLOW PROCESS FROM NODE 520.00 TO NODE 521.00 IS CODE = 2 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH(FEET) =34.00 UPSTREAM ELEVATION = 63.58 ' DOWNSTREAM ELEVATION = 63.10 ELEVATION DIFFERENCE = .48 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 1.43 3 TIME OF CONCENTRATION ASSUMED AS 5-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 SUBAREA RUNOFF(CFS) = .65 TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .65 **************************************************************************** FLOW PROCESS FROM NODE 521.00 TO NODE 522.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 63.10 DOWNSTREAM ELEVATION = 21.75 STREET LENGTH(FEET) = 1033.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 34.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.42 STREET FLOWDEPTH(FEET) = .27 HALFSTREET FLOODWIDTH(FEET) =. 7.34 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.68 PRODUCT OF DEPTH&VELOCITY =1.01 STREETFLOW TRAVELTIME(MIN) = 4.68 TC(MIN) = 9.68 . 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.474 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = .81 SUBAREA RUNOFF(CFS) = 3.44 SUMMED AREA(ACRES) = .91 TOTAL RUNOFF(CFS) = 4,09 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = ,31 HALFSTREET FLOODWIDTH(FEET) = 9.37 FLOW VELOCITY(FEET/SEC.) = 4.11 DEPTH*VELOCITY = 1.29 **************************************************************************** FLOW PROCESS FROM NODE 522.00 TO NODE 306.00 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.1 INCHES ' PIPEFLOW VELOCITY(FEET/SEC.) =20.5 UPSTREAM NODE ELEVATION =17.20 DOWNSTREAM NODE ELEVATION =14,96 FLOWLENGTH(FEET) = 5.28 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.09 TRAVEL TIME(MIN.) = ,00 TC(MIN,) =9,68 **************************************************************************** FLOW PROCESS FROM NODE 3 06.00 TO NODE 306.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 9.68 RAINFALL INTENSITY (INCH./HOUR) =4.47 TOTAL STREAM AREA (ACRES) = .91 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 4.09 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 362.11 31.27 2.100 2 4.09 9.68 4.473 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 364.03 174.08 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 364.03 TIME(MINUTES) = 31.269 TOTAL AREA(ACRES) = 304.51 **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 307.00 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< PIPEFLOW VELOCITY(FEET/SEC.) =29.0 UPSTREAM NODE ELEVATION =22.20 DOWNSTREAM NODE ELEVATION =21,10 FLOWLENGTH(FEET) = 59.72 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3 64.03 TRAVEL TIME(MIN.) = .03 TC(MIN.) = 31.30 **************************************************************************** FLOW PROCESS FROM NODE 430.00 TO NODE 431.00 IS CODE = 2 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 34.00 UPSTREAM ELEVATION =63.58 DOWNSTREAM ELEVATION = 63.51 ELEVATION DIFFERENCE = .07 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) = 2.588 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 5-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.850 SUBAREA RUNOFF(CFS) = .65 TOTAL AREA(ACRES) = .10 TOTAL RUNOFF(CFS) = .65 **************************************************************************** FLOW PROCESS FROM NODE 431.00 TO NODE 403.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 63.11 DOWNSTREAM ELEVATION = 20.44 STREET LENGTH(FEET) = 1102.50 CURB HEIGTH(INCHES) =6. STREET HALFWIDTH(FEET) = 32.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.73 STREET FLOWDEPTH(FEET) = .28 " HALFSTREET FLOODWIDTH(FEET) = 7.70. AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.84 PRODUCT OF DEPTH&VELOCITY = 1.08 STREETFLOW TRAVELTIME (MIN) = 4.78 TC(MIN). = 9.78 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.443 SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = .95 SUBAREA RUNOFF(CFS) = 4.01 SUMMED AREA(ACRES) = 1.05 TOTAL RUNOFF(CFS) = 4.66 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 9.60 FLOW VELOCITY(FEET/SEC.) = 4.48 DEPTH*VELOCITY = 1.43 **************************************************************************** FLOW PROCESS FROM NODE 403,00 TO NODE 403.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 9.78 RAINFALL INTENSITY (INCH./HOUR) =4.44 TOTAL STREAM AREA (ACRES) = 1.05 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 4.66 **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO- NODE 411.00 IS CODE = 2 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION =60.00 DOWNSTREAM ELEVATION = 57.40 ELEVATION DIFFERENCE = 2.60 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.428 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.550 SUBAREA RUNOFF(CFS) = .70 TOTAL AREA(ACRES) = .34 TOTAL RUNOFF(CFS) = .70 **************************************************************************** FLOW PROCESS FROM NODE 411.00 TO NODE 403.00 IS CODE =6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 57.40 DOWNSTREAM ELEVATION = 20.44 STREET LENGTH(FEET) = 1390.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 32.00 STREET CROSSFALL(DECIMAL) = .0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.2 6 STREET FLOWDEPTH(FEET) = .36 HALFSTREET FLOODWIDTH(FEET) =11.51 AVERAGE FLOW VELOCITY(FEET/SEC.) =3.64 PRODUCT OF DEPTH&VELOCITY = 1.30 STREETFLOW TRAVELTIME(MIN) = 6.3 6 TC(MIN) = 15.79 100 YEAR RAINFALL INTENSITY(INCH/HOUR) =. 3.263 SOIL CLASSIFICATION IS "D" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 ,SUBAREA AREA(ACRES) = 3.24 SUBAREA RUNOFF(CFS) = 8.99 SUMMED AREA(ACRES) = 3.58 TOTAL RUNOFF(CFS) = 9.68 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .41 HALFSTREET FLOODWIDTH(FEET) =14.37 FLOW VELOCITY(FEET/SEC.) = 4.44 DEPTH*VELOCITY = 1,84 **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE : 403.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 15.79 RAINFALL INTENSITY (INCH./HOUR) =3.26 TOTAL STREAM AREA (ACRES) = 3.58 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE =9.68 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.66 9.78 4.443 2 9.68 15.79 3.263 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 11.77 13.11 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 13.11 TIME(MINUTES) = 15.785 TOTAL AREA(ACRES) = 4.63 **************************************************************************** FLOW PROCESS FROM NODE 4 03.00 TO NODE 403.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) =15.79 RAINFALL INTENSITY (INCH./HOUR) = 3.26 TOTAL STREAM AREA (ACRES) = 4.63 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 13.11 **************************************************************************** FLOW PROCESS FROM NODE 420.00 TO NODE 421.00 IS CODE = 2 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 14.22(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 UPSTREAM ELEVATION = 205.00 DOWNSTREAM ELEVATION = 195.00 ELEVATION DIFFERENCE =10.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) =3.491 SUBAREA RUNOFF(CFS) = 2.28 TOTAL AREA(ACRES) = 1.45 TOTAL RUNOFF(CFS) = 2.28 **************************************************************************** FLOW PROCESS FROM NODE 421.00 TO NODE 422.00 IS CODE = 5 »»>COMPUTE TRAPEZOIDAL-CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< UPSTREAM NODE ELEVATION = 195.00 DOWNSTREAM NODE ELEVATION = 14.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1180,00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 2.000 MANNINGS FACTOR = .03 0 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 2.28 FLOW VELOCITY(FEET/SEC) = 6.77 FLOW DEPTH(FEET) = .41 TRAVEL TIME(MIN.) = 2.90 TC(MIN.) = 17,12 **************************************************************************** FLOW PROCESS FROM NODE 422,00 TO NODE 422,00 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.097 SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 21.67 SUBAREA RUNOFF(CFS) = 30.20 TOTAL AREA(ACRES) = 2 3.12 TOTAL RUNOFF(CFS) = 3 2.48 TC(MIN) = 17.12 : ; **************************************************************************** FLOW PROCESS FROM NODE 422.00 TO NODE 403.00 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< PIPEFLOW VELOCITY(FEET/SEC.) = 10.3 UPSTREAM NODE ELEVATION =12.40 DOWNSTREAM NODE ELEVATION =12.20 FLOWLENGTH(FEET) = 20.00 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH). = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 32.48 TRAVEL TIME(MIN.) = .03 TC(MIN.) =17.15 **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 403.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 17.15 RAINFALL INTENSITY (INCH./HOUR) = 3.09 TOTAL STREAM AREA (ACRES) =23.12 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 32.48 **************************************************************************** FLOW PROCESS FROM NODE 4 00.00 TO NODE 401.00 IS CODE = 2 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 13,45(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 420.00 UPSTREAM ELEVATION = 200,00 DOWNSTREAM ELEVATION = 190,00 ELEVATION DIFFERENCE = 10,00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3,619 SUBAREA RUNOFF(CFS) = 1.42 TOTAL AREA (ACRES) = .87 TOTAL RUNOFF (CFS) = 1.42 **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 5 »>»COMPUTE TRAPEZOIDAL-CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA<«« UPSTREAM NODE ELEVATION = 190.00 DOWNSTREAM NODE ELEVATION = 21.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 1400.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 2.000 MANNINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1.42 FLOW VELOCITY(FEET/SEC) = 5.14 FLOW DEPTH(FEET) = .37 TRAVEL TIME(MIN,) = 4.54 TC(MIN.) =17.98 **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.000 SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 3,74 SUBAREA RUNOFF(CFS) = 5.05 TOTAL AREA(ACRES) = 4.61 TOTAL RUNOFF(CFS) = 6.47 TC(MIN) =17.98 **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 403.00 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.2 UPSTREAM NODE ELEVATION = 14.28 DOWNSTREAM NODE ELEVATION = 12,3 0 FLOWLENGTH(FEET) = 124.00 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.47 . TRAVEL TIME(MIN.) = .29 TC(MIN.) =18.27 **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 403.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MINUTES) =18.27 RAINFALL INTENSITY (INCH./HOUR) = 2.97 TOTAL STREAM AREA (ACRES) =4.61 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 6.47 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 13.11 15.79 3.263 2 32.48 17.15 3.093 3 6.47 18.27 2.970 ; RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 49.77 51.11 49.57 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 51.11 TIME(MINUTES) = 17.153 TOTAL AREA(ACRES) =32.36 **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 404.00 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »>»USING USER-SPECIFIED PIPESIZE««< PIPEFLOW VELOCITY(FEET/SEC.) = 7.2 UPSTREAM NODE ELEVATION =11.80 DOWNSTREAM NODE ELEVATION = 11.30 FLOWLENGTH(FEET) = 104.71 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 3 6.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 51.11 TRAVEL TIME(MIN.) = .24 TC(MIN.) = 17.39 **************************************************************************** FLOW PROCESS FROM NODE 4 04.00 TO NODE 3 07.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) =17,39 RAINFALL INTENSITY (INCH./HOUR) = 3.07 TOTAL STREAM AREA (ACRES) = 32.36 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 51.11 **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 307.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 31.30 RAIN INTENSITY(INCH/HOUR) = 2.10 TOTAL AREA(ACRES) = 304.51 TOTAL RUNOFF(CFS) = 364,03 **************************************************************************** FLOW PROCESS FROM NODE 307.00 TO NODE 307.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ; TIME OF CONCENTRATION(MINUTES) =31.30 RAINFALL-INTENSITY (INCH./HOUR) = 2.10 TOTAL STREAM AREA (ACRES) = 304.51 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE =^364.03 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 51.11 17.39 3.065 2 364.03 31.30 2.099 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 300.33 399.02 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 399.02 TIME(MINUTES) = 31.300 TOTAL AREA(ACRES) = 336.87 **************************************************************************** FLOW PROCESS FROM NODE 307.00 TO NODE 308.00 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< PIPEFLOW VELOCITY(FEET/SEC.) = 16.8 UPSTREAM NODE ELEVATION = 10.91 DOWNSTREAM NODE ELEVATION =10.22 FLOWLENGTH(FEET) = 138.28 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 399.02 TRAVEL TIME(MIN.) = .14 TC(MIN.) = 31.44 **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 501,00 IS CODE = 2 . »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 11.89(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 63 0.00 UPSTREAM ELEVATION = 190.00 DOWNSTREAM ELEVATION = 3 0,00 ELEVATION DIFFERENCE = 160,00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.917 SUBAREA RUNOFF(CFS) = 4,27 TOTAL AREA(ACRES) = 2.42 TOTAL RUNOFF(CFS) = 4.27 **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 5 »»>COMPUTE TRAPEZOIDAL-CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< UPSTREAM NODE ELEVATION = 3 0.00 DOWNSTREAM NODE ELEVATION = 20.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1050.00 CHANNEL BASE(FEET) = .00 "Z" FACTOR = 2.000 MANNINGS FACTOR = .030 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 4.27 FLOW VELOCITY(FEET/SEC) = 2.53 FLOW DEPTH(FEET) = .92 TRAVEL TIME(MIN.) = 6.91 TC(MIN.) = 18.81 **************************************************************************** FLOW PROCESS FROM NODE. 501.00 TO NODE 502.00 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) =2.915 SOIL CLASSIFICATION IS "D" • RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 12.03 SUBAREA RUNOFF(CFS) = 15.78 TOTAL AREA(ACRES) = 14.45 TOTAL RUNOFF(CFS) = 20.04 TC(MIN) =18.81 **************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 502.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) =18.81 RAINFALL INTENSITY (INCH./HOUR) = 2.91 TOTAL STREAM AREA (ACRES) =14.45 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 2 0.04 **************************************************************************** FLOW PROCESS FROM NODE 510.00 TO NODE 502.00 IS CODE = 2 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 13.78(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 980.00 UPSTREAM ELEVATION = 120.00 DOWNSTREAM ELEVATION = 20.00 ELEVATION DIFFERENCE = 100.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.562 SUBAREA RUNOFF(CFS) = 11.22 TOTAL AREA(ACRES) = 7.00 TOTAL RUNOFF(CFS) = 11.22 **************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 502.00 IS CODE = . 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) =13.78 RAINFALL INTENSITY (INCH./HOUR) =3.56 TOTAL STREAM AREA (ACRES) =7.00 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE =11.22 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 20.04 18.81 2.915 2 11.22 13.78 3.562 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 29.23 27.62 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 29.23 TIME(MINUTES) = 18.808 TOTAL AREA(ACRES) =21.45 **************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 308.00 IS CODE = 4 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< PIPEFLOW VELOCITY(FEET/SEC.) =9.3 UPSTREAM NODE ELEVATION =10.4 6 DOWNSTREAM NODE ELEVATION = 10.22 FLOWLENGTH(FEET) = 2 0.00 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 24.00 • NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 29.23 TRAVEL TIME(MIN.) = .04 TC(MIN.) =18.84 **************************************************************************** FLOW PROCESS FROM NODE 308.00 TO NODE 308-00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: \ TIME OF CONCENTRATION(MINUTES) = 18.84 RAINFALL INTENSITY (INCH./HOUR) = 2.91 TOTAL STREAM AREA (ACRES) = 21.45 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 29.23 .. **************************************************************************** FLOW PROCESS FROM NODE 307.00 TO NODE 308.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 31.44 RAIN INTENSITY(INCH/HOUR) = 2.09 TOTAL AREA(ACRES) = 336.87 TOTAL RUNOFF(CFS) = 399.02 **************************************************************************** FLOW PROCESS FROM NODE 308.00 TO NODE 308.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 31.44 RAINFALL INTENSITY (INCH./HOUR) = 2.09 TOTAL STREAM AREA (ACRES) =33 6.87 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 399.02 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 29.23 18.84 2.911 2 399.02 31.44 2.093 RAINFALL-INTENSITY-RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS; 316.04 420.03 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF(CFS) = 420.03 TIME(MINUTES) = 31.440 TOTAL AREA(ACRES) =358.32 END OF RATIONAL METHOD ANALYSIS RUNOFF COEFFICIENTS CRATIONAL .^!ETH0D) LAND USE 90% Impervious NOTES: Soil Group .(1) A B C D Undeveloped .50 .35 .40 .45 Residential: Rural .30 . 55 .40 e Single Family .40 .45 .50 . 55 Multi-Units .45 .50 .60 -1 t-i . .- (j Mobile Homes (2) .45 .50 . 55 . 65 Commercial (2) 80% Impervious .70 . 75 .80 .85 Industrial (2) .80 .85 .90 .95 (1) Obtain soil group from maps on file with the Department of Sanitation and Flood Control. (2) Where actual conditions deviate significantly from the tabulated imperviousness values of 80% or 90%, the values given for coefficient C, may be revised by multiplying 80% or 90% by the ratio of actual imperviousness to the tabulated imperviousness. However, in no case shall the final coefficient be less than 0.50. For example: Consider commercial property on D soil group. Actuail impervioushess ' =" 50% Tabulated imperviousness = 80% Revised C = 50 X 0.85 = 0.53 APPE.\DIX IX —Soaa —4000 — 'Zaoo —Zaaa £Qa/?r/OA/ '//.SL- 7c I :38S 77/7Te 0/ cor7C£J7py^a.^/a/7 (_hr. j Leng/Ji 0/ tva/ersAed f/y;/. ) D//fs/'e/7Cs in e/^vexZ/an aJa/t^ . • . e//'cc//ye s/coe//ne CSee Appendix )l-3) (-t.) A4//es •r—/aaa 9ao - BOO - 700 - £0O \ — SOO — 40O /O- \ .300 •200 \ 4- 3- \ \ \ \ \ •/OO \ - • sa •40 • 30 V-zo OS- Fee/ Foi/rss 4— M/nu/es — 240 /80 /20 /DO • 50 •SO - 70 ~-^4<^00 \ — 3000 \ NOTE jFOR NATURAL WATERSHEDS] B ADD TEN MINUTES TO \ \ COMPUTED TIME GF CON- \ |CENTRAT10N. jl /O — 5 \ - 2000 /SOO — /£00 /400 — /zao - /ooo — 900 — 800 — 700 ... — SOO -SOO V-<J-00 • 300 — 200 \ - £0 - SO 40 30 - 20 /a /£ • /4 \—/2 - /o 9 a 7 £ s H SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES DESIGN MANUAL APPROVED /r^'-'^^-A^^ <lJiAXi NOMOGRAPH FOR DETER.MINATfCN OF TIME OF CONCEhrrRATlGN (Tc) FOR NATURAL WATERSHEDS DATE /gM^ APPENDIX X-A tV-A-10 Rev. 5/81 lA/a/er.s/}eiJ D/t/t 'e/e. D/i//c/s /^rea. 7?' - /7rea. B' SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES DESIGN MANUAL^ APPROVED .-V^ /y4-/'/-^u^.^ COMPUTATION OF EFFECTIVE SLOPE FOR NATURAL WATERSHEDS HATF 1 I APPENDIX X-B Offsite Hydrology Map Ujes^A/ F7y?£/?S 0</£^LF>A/D T/M£ OF FLOW CUF\/£S £xc7/77p/e •• O/ve/7 : LengM a/F/a^v ' J/70 /A S/ope = / ^ % CaeMajs/j/ a/ Fano//. C-.SO Bcac^ • Oi^e/-/<7nc/F/aiY//'n7e '/f Af//7£y/irs SAN DIEGO COUNTf DEPARTMENT OF SPECIAL DISTRICT SERVICES DESIGN MANUAL APPROVED _i_Li. URBAN AREAS OVERLAND TIME OF FLOW CURVES DATE APPENDIX X-C -2^ RESIDENTIAL STREET ONE SIDE CWLY 5 6 7 8 3 10 DISCHARGE (CFS.) EXAMPLE: Given. a= 10 S= 2.5% Chart gh(«s: Depth = a4, Velocity = 4.4 fpis. 20. • 2.T 30 40 50 SAN DIEGO coufmr DEPARTMENT OF SPECIAL DISTRICT SIFilViCES DESIGN MANUAliT^ APPROVED GUTTER AND ROADWAY DISCHARGE-VELOCITY CHAR1 HATF tzMo/&9 . i APPENDIX X-D INTENSITY-DU|V\TION DESIGN CHART March 19n2 7"^ITrlTfnTlfTThTrrrTTn)iiiui imrnii^ ,- Equation: 7.44 P. f-irrr-rrvrcfVT.n i rim i -.645 Intensity (In 6 Hr. Precipitation L. 3 O lo-rn x: u c c Oi •M c tfl I > 10 15 20 Minutes 30 40 50 1 nnv>nf-fnti 2 . 3 Hours Directions for Application: 1) From precipitation maps determine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed in the County Hydrology Manual (10, 50 and 100 yr. maps included in th Design and Procedure Manual). 2) Adjust 6 hr. precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr. precipitation. (Not applicable to Desert) 3) Plot 6 hr. precipitation on the right side of the chart. 4) Drav/ a line through the point parallel to the. plotted lines. 5) This line is the intensity-duration curve for the location being analyzed. Application Form: 0) Selected Frequency 100 yr. 1) Pg = Jn.. P24= >±J G3 %* 2) Adjusted *Pg= 3) 4) 24 in. ^c = mm. I = in/hr. *Not Applicable to Desert Region APPENDIX XI-A (i: X X I o couin-y OF SAN DIEGO DEPARTMENT OF SANITATION & FLOOD CONTROL if 5' 100-YEAR PRECSPITATIO? ^"20^ ISOPLUVIALS OF 10Q-YEAR 64iOUR Pr^ECIFlTATlOn 1^] k^TMS OF AM liiCll 30' 15'; 33' ^5' Ptepn U.S. DEPARTMEN NATIONAL OCEANIC AND ATf SPECIAL STUDIES DRANCH, OFFICE OF II 30'_ d by r OF COMMERCE OSPIIERIC ADMINlSTRATIon UROLOGY, NATIONAL WEATIIKI! SERVICE 118 15' 116° APPENDIX XI-D COUNTY OF SAN DIEGO DEPARTMENT OF SANITATION S- FLOOD CONTROL '»5 33* 30' 15 'i5 V — Prepui U.S. DEPARTMEN NATIONAL OCEANIC AND A'l'y SPKCIAL STUDIES BKANCII, OKKICli OF lr 30' 100-YEAPv 24-H0l|R PRECIPUATIOM -20-^ISOPLUVIALS OF 100 -YEAR 24-llOUR PRECIPITATION IM d by r OF COMMERCE OSPIIERIC AD.MINISTHATION DUOLOGV, NATIONAL WEATHER SERVICE lur 30' 17" •in' I'i' 116" APPENDIX XI- G Curb Inlet Calculations CATCH BASIN Si-zislG-- ':':._•':'•• '•_-'/'' FLO UJ e-Y BASISiS - USE CHAI^T 1-I03.C> A ? " . V :,v . SAe /MLET &A5IHS - PER ClTT OrCAR.LS&AP t?5Sl<SN C^ITEKlA - £ CFS FtR Ll M EAL F«?T MO^Jf^OE STf^BBT- FLOW-a-r ^ASIAJ / STATIOM LJ. ? 0TK15UTAK.T5O " ^^-^ - PLOfJ-OY COMPITIOM pep- c!-fAR.T I-I04-. 12. Y= O.Sl' PEf=^ 1-103. 6 A Q-0.-7 L (A + Y)^/^ DEPTH OF t=LOW IM Af=T=ROAC 1-4 CUTTvfT^ IN f-Sfc-y A= C^E-pTf^ c>P C'HiPr^^E^iCNJ OF- pcow LiMe AT iML-e-T = G.-Z" ' 0.5\-i' L-- LeW(S[TH OF C-Le/^p^ (^P&/J/K/<q- 0»= IML.eT 6? ^ FLOW (SJ CFS EXISTIM(^ &' TYPE ©-1 IKJL.ET I'S AOe«Si<JATt MARP.OM fsLOHD - COt-JotTION^ STATION i52 + 4^ LT- (5-TK.ieUTAR.Y^^ ~ 14-. S3 CFS PER. CITYCF ^^ARL-S&AO Cesi&NJ STAMDARDS, CCFS FE:R LIMEAL. FC^T C^UMP COMI?. .'• USE ^' TYPE e-'i Caf\f3 l.v'UEJ I CHART 1-103.5 A CAPACITY OF CURB OPENING INLETS ASSUMED 2% CROWN. Q = 0.7L (A+Y) 3/2 *A = 0.33 Y = HEIGHT OF WATER AT CURB FACE (0.4' MAXIMUM) REFER TO CHART 1-104.12 L = LENGTH OF CLEAR OPENING OF INLET *Use A^O when the inlet is adjacent to traffic; i.e., for a Type "J" median inlet or where the parking lane is removed. REV. CITY OF SAN DIEGO - DESIGN GUIDE SHT. NO. CAPACITY OF CURB OPENING INLETS CAPACITY OF CURB OPENING INLETS CAPACITY OF CURB OPENING INLETS 13 CHART. I-104.12 (rtsiocNTiii. rutrr 0K£ SIDl CULT EXAMPLE: DISCHARGE (CPS) ONE SIDE Givtn: 0 s 10 5 s 2.5 V. Chort »ytj: D«pm r a4, VtkicifT * 4.4 l&t. REV. CITY OF SAN DIEGO - DESIGN GUIDE SHT. NO. ; GUTTER AND ROADWAY DISCHARGE-VELOCITY CHART GUTTER AND ROADWAY DISCHARGE-VELOCITY CHART GUTTER AND ROADWAY DISCHARGE-VELOCITY CHART 7 OA Street Flow Calculations BSI STREET FLOW .PROGRAM 10 YEAR STORM - STREET CAPACITY ANALYSIS (MARRON ROAD)' 4 cr ^1 6 7 A g 10 11 l/£ STREET WIDTH (feet) PARKWAY WIDTH (feet) CURB FACE HEIGHT (feet) ' , CURB BATTER (4:12 for LA Co RD) STREET CROSS SLO.PE (oercent) PARKWAY CROSS SLOPE (bercent)"'. GUTTER WIDTH (feet) , SUTTER RISE (feet) A. C. LIP AT GUTTER (feet)"'.".*.'.', STREET n VALUE PARKWAY n VALUE if. 00 5. 00 0. 500 3:1c: £. OOOO £. OC'OO 1. 500 0. 1£5 0. 030 0. 015 0. 03C) DEPTH OF FLOW (feet) ..... STREET SLOPE (oercent) ... Q (cfs) VEI QPTTY (fnc) ROAD FLOODING WIDTH (feet) = 0. 37 = 1. 58 ~ 5. iz!7 . iZ. = IE.4 4 ->—«- MAnnoN noAp -10 vn. 5TonM BSI SIREET FLOW PROGRAM 50 YEA 1 4 cr £. 7 6 g 10 11 STORM - STREET CAPACITY ANALYSIS 1/S STREET WIDTH (feet) .". PARKWAY WIDTH (feet) CURB FACE HEIGHT (feet) CURB BATTER (4:1£ for LA Co RD) . STREET CROSS SLOPE (percent) .... PARKWAY CROSS SLOPE (percent) ... GUTTER WIDTH (feet) . GUTTER RISE (feet) A. C. LIP AT GUTTER (feet) STREET n VALUE PARKWAY n VALUE (MARRON ROAD) = 32. 00 = 5. 00 = .0.500 = ,. 3 : 12 = £.0000 = £.OOOO = ' 1.500 =. 0. 1£5 = 0.030 = 0.015 = 0.030 DEPTH OF FLOW (feet) ..... STREET SLOPE (percent) ... Q (cfs) VELOCITY (fps) ROAD FLOODING WIDTH (feet) = 0.41 = 1. 5.S = 7. 54 = 3. 5 = 14.4 MAnnoN noAP-50 YH. STOHM BSI.STREET FLOW PROGRAM 100 YEAR STORM - STREET CAPACITY ANALYSIS 1. l/£ STREET WIDTH (feet) PARKWAY WIDTH (feet) CURB FACE HEIGHT (feet) . CURB BATTER (4: 1£ for LA Co RD) .. STREET CROSS SLOPE (oercent) PARKWAY CROSS SLOPE (percent) ".! ' GUTTER WIDTH (feet) GUTTER RISE (feet) A. C. LIP AT GUTTER (feet) ' STREET n VALUE ' PARKWAY n VALUE (MARRON = 3£.00 ROAD) = V. 1. 0. 0. 0. 0. 00 500 : 1£ OOOO OOOO 500 1£5 03C) 015 030 DEPTH OF FLOW (feet) STREET SLOPE (percent) Q (cfs) VELOCITY (fps) ........... ROAD FLOODING WIDTH (feet) = 0. 43 = 1. 56 = 8. go = 3.6 = 15. 4 MAHRON nOAP - 100 Yn. STOHM BSI STREET FLOW PROGRAM 10 YEAR 1 6 7 8 g 10 11 STORM - STREET CAPACITY ANALYSIS l/£ STREET WIDTH (feet) .. . . PARKWAY WIDTH (feet) CURB FACE HEIGHT (feet) CURB BATTER (4:1£ for LA Co RD)' . STREET.CROSS SLOPE (percent) .... PARKWAY CROSS SLOPE (percent) ... GUTTER WIDTH (feet) GUTTER RISE (feet) A. C. LIP AT GUTTER (feet) ...... STREET n VALUE PARKWAY n VALUE -. (MONROE STREET) = 34 = o 1 _ 0. 00 500 : 1£ • OOOO 00 OC) 500 1 il!5 0. 030 0.015 0. 030 DEPTH OF FLOW (feet) . STREET SLOPE (percent) 0 (cfs) VELOCITY (fps) ....... RQAD FLOODING WIDTH (f = 1. 60 7 MONHOC STnCCT- 10 YH. STOHM BSI STREET FLOW PROGRAM 50 YEAR STORM - STREET CAPACITY ANALYSIS (MnNRQE STREET) 1. l/£ STREET WIDTH (feet) = 34 ,-,0 £. PARKWAY WIDTH (feet) 3. CURB FACE HEIGHT (feet) = n[ 5na 4. CURB BATTER (4:12 for LA Co RD) = 3 -1=. 5. STREET CROSS SLOPE (percent) .... = e r'ooo 6. PARKWAY CROSS SLOPE (percent) ... = ?.--KW, 7. GUI TER WIDTH (feet) = j nr,.-,^.-," a. GUTTER RISE (feet) ^ o" 1£5 5. A. C. LIP AT GUTTER (feet) = o" 0^0 10. STREET n VALUE = (V 015 11. PARKWAY n VALUE = 030 DEPTH OF FLOW (feet) = 0. 33 SIREET SLOPE (oercent) = l" GO G! (cfs) ^ ^ c-,^ VELOCITY (fps) = o'g ROAD FLOODING WIDTH (feet) .... = 10.5 MOmOE 5TnCCT-50Yn. STOnM BSI STREET FLOW PROGRAM 100 YEAR STORM - STREET CAPACITY ANALYSIS (MONROE STREET) 7 8 3 10 11 l/£ STREET WIDTH (feet) PARKWAY WIDTH (feet) CURB FACE HEIGHT (feet) CURB BATTER (4:1£ for LA Co RD) STREET CROSS SLOPE (percent) PARKWAY CROSS SLOPE (percent) . GUTTER WIDTH (feet) .„ GUTTER RISE (feet) A. C. LIP AT GUTTER (feet) STREET n VALUE PARKWAY n VALUE 54. 00 5. 00 0. 500 * 1 c! £.OOOO £.OOOO 1. 500 0. 1£5 0. 030 0. 015 0. 030 DEPTH OF FLOW (feet) STREET SLOPE (Percent) ... Q (cfs) . . ., VELOCITY (fps) ROAD FLOODING WIDTH (feet) = 0. 35 = 1. 60 = 4.09 = 3. 0 = 1 1. £ MOWnOE STHCCT-100 YH. STOnM Pipe HydrauKcs PROJECT: 10 YR.-18 IN. RCP (LINE "A" STA 31 + 25 TO:32 + 42 ) . DATE:. -05-08-1989 PIPEFLOW - - TIME:^12:28:11 Diameter (inches) .. 18 .013 Slope (ft/ft) ...... 0 0080 Q (cfs) . 3 .97 depth (ft) 0 68 depth/diameter ... • 0 45 Velocity (fps) 5 09 Velocity head .... 0 40 Area (Sq. Ft.) 0 78 Critical Depth 0 76 Critical Slope ... 0 0054 Critical Velocity ... 4 40 Froude Nuinber .... 1 24 PROJECT: 10 YR.-36 IN. RCP (LINE "A" STA 32+42 TO 33+46.71) DATE: 05-08-1989 PIPE FLOW TIME: 12:29:55 Diameter (inches) Slope (ft/ft) depth (ft) ... Velocity (fps) Area (Sq. Ft.) Critical Depth Critical Velocity 36 0 .0050 1.76 7 .10 4.32 1.79 6.95 •Mannings n .013 Q (cfs) 30.66 depth/diameter ... 0.59 Velocity head .... 0.7 8 Critical Slope ... 0.0047 Froude Number .... 1.04 PROJECT: 10 YR.-lS INRCP .(LINE "C" STA. 43+08 MONROE ST.). ' • -V V DATE: 05-08-1989 PIPE FLOW , TIME: 12:32:21 Diameter (inches) .... .18 Mannings n . .... . "..- .013 Slope (ft/ft) 0.7350 ' Q (cfs) . . : 2.52 depth (ft) 0.17 depth/diameter 0.12 Velocity (fps) ...... 22.32 Velocity head ,... 7.74 Area (Sq. Ft. ) 0.11 Critical Depth 0.60 Critical Slope ...' . 0.0050 Critical Velocity ... 3.81 Froude Number..... 11.45 PROJECT: 10 YR.-24 IN. RCP (LINE "D" STA 32+42 MARRON RD.) DATE: 05-08-1989 PIPE FLOW TIME: 12:34:07 Diameter (inches) ... 24 Mannings n .013 Slope (ft/ft) 0.0100 Q (cfs) 19.34 depth (ft) 1.4 2 depth/diameter ... 0.71 Velocity (fps) 8.09 Velocity head .... 1.02 Area (Sq. Ft.)...... 2.39 Critical Depth 1.58 Critical Slope ... 0.0078 Critical Velocity ... 7.26 Froude Number .... 1.24 .PROJECT: 10 YR.-24 IN. RCP ( LINE "E" STA. 34+85 MARRON RD.) - : . / "DATE: -05-08-1989 ' • PIPE FLOW . - - V - TIME;; 12:38:04 Diameter (inches) ... • 2.4 Mannings'n. ' .013 Slope (ft/ft) ....... 0.0100 Q (cfs) ' ,17.57 depth (ft) 1.3 2 depth/diameter•.. . 0.66 Velocity (fps) 7.96 Velocity.head .... 0.98 Area (Sq. Ft. ) . -'2.21 • Critical Depth 1.51 Critical Slope ... 0.0071 Critical Velocity ... 6.90 Froude Number .... 1.30 open Channel HydrauKcs PROJECT: 10 YR. OPEN CHANNEL FLOW - ENKAMAT LINING TRAPEZOIDAL CHANNEL' INVERT WIDTH (feet) . SLOPE (feet/foot) ... LEFT SIDE SLOPE (X to 1) DEPTH (feet ) VELOCITY (fps) ARiEA (squ.-are f ef5t ) . CRITICAL DEPTH ..... CRITICAL VELOCITY DATE TIME 4. 00 £. 67 0. 57 74 MANNINGS . n" .... 0 (cfs) RIGHT SIDE • SLOPE' (X tol) TOP WIDTH (feet VEL. HEAD (fe.et P + M (pounds) CRITICAL SLOPE FROUDE NUMBER . ) . ) . 04-£0- 1 g.ss . 1 1 : £9:17 . 040 1E.07 0. 0317 1. £9 now EROSIOKJ COWTKOL/ • REVEGETATIONJ OrZH CHANMEL WEST OP MOMHOE STHEET ~ ^ 10 YEAI^5TO(^M . PRGJEC" 50 YR. UPEN CHANNEL,FLOW - ENKAMAT LINING INVERT WIDTH (feet) ... SLOPE (feet/foot) ..... LEFT BIDS- SLOPE (X tO; 1) DEPTH (feet) VELOCITY (fps) ........ ARE'A (square feet ) .... CRITICAL DEPTH CRITICAL VELOCITY ..... TRAPEZOIDAL CHANNEL DATE:•04-£0-1969 •TIME:. .11 :3£: 15 4. 00 . 0549 3, 00 0. 60 5, 06 3. 45 0. 70 4. 03 MANNINGS n . .'.. . ;. Q (cfs) . . . RIGHT SIDE SLOPE (X tol).... TCP WIDTH (feet) . VEL, HEAD (feet) . P + M (ooun.iis) . . . CRITICAL SLOPE ,.. FROUDE NUMBER .... . 040 1 7. A 5 1. 3£ 2 MIM ROW OrZH CHANKJEL UE5T Qr MOMHOE STHEET 50 YEAf^ STOr^M PROJECT: 100 YR. OPEN CHANNEL FLOW - ENKAMAT LINING' INVERT WIDTH (feet) SLOPE (feet/foot) . LEF-T SIDE SLOPE (X to 1) .... DEPTH (feet) .„....., VELOCITY (fps) ...... AKF~.A (sQU-are feet) CRITICAL DEPTH ...... CRITICAL VELOCITY ... TRAPEZOIDAL CHANNEL' DATE: 04- TIME: 11 1X ' ;S:0, 4, 00 Of ) 0. 64 5, £7 3. eo 0. 76 4. ££ MANNINGS n .: , , . . J'. Q (cfs)' ............ RIGHT SIDE • SLOPE (X to 1) .'. . T0P WIDTH' (f eet) . VEL. HEAD (feet) . P + !•*: (pourids) ... CRITICAL SLOPE ... FROUDE NUMBER .... 040 3. 00 0. O 'c now 2.'MIM OrCN CHANKJEL klEST QP MONHQE STHEET . lOO YE-AR STOHM , - PROJECT:' 100 YR. OPEN CHANNEL FLOW --WEST OF MONROE.STREE' "- '.:•";; ; DATE:"- -'..-.';;' TIME:' INVERT WIDTH (feet) S L n p E (1- e e t / f o o t) . LEFT SIDE SLOPE (X to 1) .... DEPTH (feet) . . . . „ VELOCITY (fps) ... A F< E Pl ( s q IJ. .;i r e f e e t ) CRITICAL DEPTH ... CRITICAL VELOCITY TRAPEZOIDAL CHANNEL 04-£0 1-1 :33 -1989 4. 00 MANN INGS' r, \ . .0549 Q (cfs) .'.. u ........ „' .' RIGHT SIDE -.•'•'". . 3^00 : SLOPE (X to 1) ..... 0.55' TOP WIDTH (feet)'... 6-45 VEL. HEAD (feet) ... 3. 11 P + M (pounds) ..... C'. 76 CRITICAL SLOPE .... . 4. ££ FROUDE NUMBER ...... 0.01 nov/ OrtN CHAKIMEL UEST Or MQMnOE STHEET 100 YEAf^ STOI^M Onsite Hydrology Map ert maps