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Home My WebLink AboutHydrology & Storm Drain Investigation ~ I I I I I I I I I I I I I I I I I I I ~ Basis of Design PALOMA DE SOL DEVELOPMENT- TRACT NO 24183- HYDROLOGY AND STORM DRAIN INVESTIGATION July 26, 1999 Prepared For: Newland Communities 27393 Ynez Road, Suite 253 Temecula, CA 92591-4608 RECEiVED JUL 27 1999 CiTY OF TEMECULA ENGINEERmG DEPARTMENT Prepared By: ~ ~berf CJJeill.. William "Frost t:&c54ssociates Professional Engineers, Planners & Surveyors ~ P.O. Box 57057, 14725 Alton Parkway, Irvine, CA 92619 (714) 472-3505 Fax: (714) 472-8122 RBF IN 15-100006 Contact Person: Steve Giffen, RCE 42154 Andy Gong \ I I I I I I I I I I I II I I I I I I I I Table of Contents Section I Introduction....................................................... I-I Section 2 Hydrology Analysis & Procedure. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-1 2.1 Rational Method. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-1 Section 3- Hydraulics. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-1 3.1 Storm Drain Design Criteria ....................................... 3-1 3.2 Methodology. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-1 3.3 Inlet Sizing. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-3 Appendix Hydrology .................................................................. A 10- Year Storm Event 100- Y ear Storm Event LACDPW RD4412 Computer Program for Storm Drain Analysis. . . . . . . . . . . . . . . . . . . . . .. B Inlet Sizing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. C Catch Basin Calculations for I 0- Year Storm Event Catch Basin Calculations for I 00- Year Storm Event z. I I I I I I I I I I I I I I I I , I I I Section 1 - Introduction Robert Bein, William Frost and Associates (RBF) has been retained by Newland Communities, to prepare a hydrology and hydraulics study for the Paloma de Sol Development, located in the City of Temecula, County of Riverside. The 42 acre site is located north of Campanula Way, south of De Portola Road, and west of Meadows Parkway, Figure 1. The surface runoff generated by the development will be collected by the onsite storm drain system and conveyed into the existing 84" RCP storm drain along Campanula Way. The following investigation has been prepared based on the proposed grading plan, dated May 1999. The proposed storm drain system will be designed to convey a lO-year storm event, and the 100-year storm event to be contained within the street Right-of-way limits. The objectives of this study include the following: 1. Develop a hydrology map which identifies drainage boundaries and subareas within the project. Subarea boundaries will be based on the development drainage patterns and concentration points. 2. Prepare a hydrology analysis of the proposed residential development watershed based on the Riverside County Flood Control District and Water Conservation District (RCFC & WCD) rational method for the 10 and l00-year storm event. 3. Identify preliminary storm drain facility requirements for the project based on the proposed grading plan, and delineate the drainage area tributary to each proposed inlet/concentration point. 4. Provide hydraulic calculations to determine preliminary storm drain pipe sizes and verify the operation of the facilities under design flows. The RCFC & WCD Hydrology Manual (April 1978) guidelines were used in performing the hydrologic analysis presented in this report. The hydrologic analysis was performed using the Advanced Engineering Software computer program developed for RCFC & WCD Rational Method (AES, 1998). Paloma de Sol Development- Tract No. 24183 Hydrology & Storm Drain Investigation I-I Section 1 Introduction .3 I I I I I I I 8) I I I I I I I I I '. Figure 1- Project Location Map w '-' .. ~ '" 'I' \/,c,n c:,f.. a ...; ~ It w ~ ~ " '" T,., '.:;.t~ IllrGO VICINITY MAP NO I TO 5C;,1 [ 1-2 Section J Introduction I Paloma de Sol Development- Tract No. 24/83 Hydrology & Storm Drain Investigation I " I I I I I I I I I I I I I I I I . I I Section 2 - Hydrology Analysis & Procedure 2.1 Rational Method The Rational Method is an empirical computational procedure for developing a peak runoff rate (discharge) for small watersheds for storms of a specified recurrence interval. The Rational Method is used to compute peak flow rates for watersheds less than 640 acres. The formula is: Q=CIA where: Q = Peak runoff rate, in cfs. C = Runoff coefficient, proportion of rainfall that runs off the surface I = Average rainfall intensity corresponding to the time of concentration for the area, in in/hr. A = Drainage area, in acres The basic assumption for the Rational Method is that the precipitation rate is constant and uniform over the entire watershed for a time duration such that runoff could travel from the most remote point in the watershed to the concentration point; after which time the rate of runoff does not increase. This is the time defined as the "time of concentration(Tc)'" The method is based on the assumption that the peak flow rate is directly proportional to drainage area, rainfall intensity, and a runoff coefficient "C," which is related to land use and soil type. The 10 and 100-year hydrologic analysis for the proposed Paloma de Sol Development has been performed based on the proposed grading plan, and using the procedures outlined in the RCFC & WCD Hydrology Manual, dated April 1978. The hydrologic calculations for the Paloma de Sol were performed using a computer program developed by Advanced Engineering Software (AES) for the RCFCD & WCD Rational Method. The 10 and 100-year design discharges at intermediate points were computed by generating a hydrologic ''link-node'' model which divides the area into drainage subareas, each tributary to a concentration point or hydrologic "node" point determined by the existing terrain or proposed street layout. The following assumptions/guidelines were applied for use of the Rational Method: Paloma de Sol Development- Tract No. 24/83 Hydrology and Storm Drain Investigation 2-1 Section 2 Hydrology Analysis & Procedure s I I I I I I I I I I I I I I I I 1 I I 1. The Rational Method hydrology includes the effects of infiltration caused by soil surface characteristics. The soils map from the RCFC&WCD Hydrology Manual indicates that the study area consists of primarily soil type "B". Hydrologic soil ratings are based on a scale of A through D, where D is the least pervious, providing the greatest runoff. 2. The infiltration rate is also affected by the type of vegetation or ground cover and percentage of impervious surfaces. The runoff coefficients specified for "Single-Family (114 acre lot)" land uses was used to represent the hydrologic subareas. . 3. The Kirpich formula was used to determine the times of concentration (Tc) for initial upstream subareas. Initial subareas were drawn to be less than 10 acres in size and less than 1,000 feet in length per County guidelines. 4. Pipe travel times were computed based on preliminary pipe sizes, with a minimum pipe size of 18-inches specified. 5. Standard intensity-duration curve data was taken from the RCFC & WCD Hydrology Manual dated April 1978. The Hydrology Results Summary is shown in Table No.1. This summary is used to size the catch basins. Methods for determining the catch basin sizes are conservative since each catch basin is designed form each peak runoff. Attenuated flows are can be found in Table 2, flows are used to determine the sizes of the storm drain. T bl 1 H d I S T bl a e - iY(roo ':v: ummarv a e Subarea Area (Ac) Q-I0 Runoff (cfs) Q-I00 Runoff (cfs) lA 0.19 0.53 0.80 2A 3.85 8.27 12.48 3A 0.33 0.92 1.38 4A 2.57 5.45 8.44 5A 6.63 10.83 16.55 6A 0.12 0.23 0.33 7A 0.50 1.39 2.10 8A 5.36 9.43 14.32 Paloma de Sol Development- Tract No. 24183 Hydrology and Storm Drain Investigation 2-2 Section 2 Hydrology Analysis & Procedure (p I I I I I I I I I I I I I I I I I I I Subarea Area (Ac) I Q-I0 Runoff (cfs) I Q-I00 Runoff (cfs) I 9A 0.52 1.28 1.93 lOA 5.75 9.04 13.78 llA 0.59 1.46 2.20 12A 0.34 0.83 1.25 13A 1.19 1.67 2.56 , ," r " 233" lIB} 3.39, 5.20/ . .I , '1.31, '5.49 2B, ,3.64 i I '3'8 " , r 12.09 } ; 3.85, 7.77, . ' :2.14 , , 4B 1.94 / 3.24 i , , 5.62/ 5B I 1.67 , 3.71; , '0.19 ~0.57! 6B' '0.37 : (- ., r 3.04 (4.64 , '7B; 1.81, , Table 2- Concentration Point Summary Concentration Points 10-Year Runoff (cfs) 100-Year Runoff (cfs) 120 17.73 27.01 130 17.96 27.35 140 22.96 34.93 170 6.36 9.83 180 32.95 50.16 210 44.06 66.96 250 1.46 2.20 240 10.32 15.71 260 45.90 69.74 Paloma de Sol Development- Tract No. 24183 Hydrology and Storm Drain Investigation 2-3 Section 2 Hydrology Analysis & Procedure 1 I I I I I I I I I I I I I I I I I I I Concentration Points 10-Year Runoff (cfs) 100-Year Runoff (cfs) 280 2.20 3.35 300 20.12 30.58 330 5.38 8.27 360 7.18 10.95 A detailed summary of the AES Rational Method hydrology results are included in Technical Appendix A. The hydrology Map is included as Exhibit A. Paloma de Sol Development- Tract No, 24183 Hydrology and Storm Drain Investigation 2-4 Section 2 Hydrology Analysis & Procedure e I I I I I I I I I I I I I I I I I I I Section 3- Hydraulics II Storm Drain Design Criteria The proposed storm drain system was analyzed for the conveyance of the lO-year storm event. Overflow from the lO-year storm drain design will be conveyed by the street. All sump area storm drains are designed to convey a l00-year storm event. The 10 and 100-year storm event flow rates were developed in the hydrology portion of the study. The following parameters were utilized for the preliminary design of the storm drain system: 1. Manning's "n" value of 0.013 for reinforced concrete pipe (RCP) was used in the calculations. 2. The minimum pipe size is 18-inches. 3. The analysis of the onsite storm drain lines uses the hydraulic grade line from the existing storm drain on Campanula Way as the starting water surface elevation. 4. 100-year storm event runoff will be contained within the street right of way, in accordance with RCFC & WCD hydrology Manual for Flood Protection Criteria (PLATE A-2). 3.2 Methodology The Storm Drain Analysis Program PC/RD4412 created by the Los Angeles County Department of Public Works, Roads Department was used to perform an hydraulic analysis on the proposed storm drain system. The program calculates the hydraulic grade line elevations of a proposed storm drain system given the physical characteristics and the discharge. It allows for either pressure flow or partial flow with cross sections being either circular pipe or rectangular box. Storm drain invert elevations are based on Paloma de Sol Development Storm Drain Plans, dated May 1999. The program starts the computation for the hydraulic grade line by evaluating the friction losses and minor losses throughout the system. The junction losses are evaluated by equating pressure plus momentum for the incoming and outgoing flows through the junction. This is accomplished by applying the formula developed by the County of Los Angeles, which establishes section flow area multiplied by the change in the hydraulic gradient through the Paloma de Sol Development- Tract No. 24183 Hydrology and Storm Drain Investigation 3-1 Section 3 Hydraulics <\ I I I I I I I I I I I I I I I I I I I junction. The basic flow elevations used for the main lines at either end of the junction, that apply to the pressure plus momentum equation, depend on the type of flow at each end of the junction. These elevations are determined by computing the drawdown curves for each line. The control elevation for the lateral or lateral system is taken as the average of the hydraulic grade line elevations at both ends of the junction. If the water elevation in the lateral is above this control, the momentum contributed by the lateral in the analysis of the junction is decreased in proportion to the ratio of the area in the lateral below the control to the total area of flow. When flow changes from partial to full or from full to partial, the program determines and prints the location where this change occurs. If the flow reaches normal depth within a line, the program determines and prints the location. When flow changes from supercritical to subcritical because of downstream conditions, it happens via a hydraulic jump; the program determines the precise location of the jump by equating the pressure plus momentum for the two flow regimes. It prints the jump location, pressure plus momentum at the jump and the depth of water before and after the jump. Storm drain and catch basins for line "A" which are located in a sump area, as is catch basin number 7, will be designed to convey a 100-year storm event. Storm drain and catch basin sizes for Line "B" are sized to convey most of the 100-year storm discharges towards the intersection of "A" and "B" Street. This mitigation is less expensive than providing for additional catch basins or laterals for line "A". The starting water surface elevation was taken from the eXlstmg storm drain line on Campanula Way. This information was taken from the "Paloma del Sol Temecula Creek Channel- Campanula Way S.D., Gabbiano Dr. & Alcoba Dr. S.D. Tract No. 24182 Storm Drain Plans" by Keith International Inc., dated 8/29197. The assumption of the starting water surface elevation will result in the ultimate condition hydraulic analysis. The results of the storm drain analysis shows the hydraulic grade line (HGL) to be below the proposed gutter flow line at each of the catch basins. Detailed analysis using the Storm Drain Analysis Program PC/RD4412 is included in Technical Appendix B. Paloma de Sol Development- Tract No. 24183 Hydrology and Storm Drain Investigation 3-2 Section 3 Hydraulics \0 I I I I I I I I I I I I I I I I I I I ;u Inlet Sizing Inlet sizing was determined using the HEC-I2 program ("Drainage of Highway Pavement" by Federal Highway Administration, dated March 1984). Curb openings on grade were designed for a I O-year storm event. Local depression was assumed to be 4 feet wide and a 4 inch depression. The following equation was used for sizing a curb opening on-grade. 1 L = K Q0.42 SO.3 (_)0.6 T nS x where, LT = curb opening length K= 0.6 (Drainage of Highway Pavement) Q= design discharge in cfs S= longitudinal slope n= Manning's "n" Sx = gutter cross slope Curb openings at a sag will need to convey a 100-year storm event. A curb opening for a sag can be analyzed as a weir or an orfice. When the gutter depth is less than the height of the curb opening (d,;h), the flow is considered to be at weir flow and is expressed by the following equation: Q= C (L+1.8W)dl.S where, C= weir coefficient of 1.25 (Drainage of Highway Pavement) L= curb opening length d= depth of gutter flow W= is the lateral width of depression Orfice flow is assumed when the depth at the lip of the curb opening is greater than 1.4 times the curb opening (d;, l.4h). The following equation is used for a curb inlet opening at a sag. Paloma de Sol Development- Tract No. 24183 Hydrology and Storm Drain Investigation 3-3 Section 3 Hydraulics \\ I I I I I I I I I I I I I I I I I I I Q= ChL(2gtf)o.s where, C= orifice coefficient of 1.66 (Drainage of Highway Pavement) h= curb opening height d= depth of gutter flow L= Length of gutter The curb inlet on-grade analysis for Street "A" assumed that 100% of Drainage Area "A" would be collected for the 10- Y ear storm event by the seven curb inlets. By selecting the standard curb inlet sizes, HEC-12 calculated a recommended curb opening length required for 100% interception. Curb inlets with less than the recommended curb length will result in a flow bypass and may require an additional curb inlet. Curb inlets at sumps are designed based on depth and spread of water on the street. Tables 3 and 4 provides a summary of the flow for each catch basin for the 10 and 100-year flows, respectively. A detailed HEC-12 analysis are included in Technical Appendix C. G:IGRP 1 31PDATAII 5I00006\reportlpaloma. WPD Paloma de Sol Development- Tract No. 24183 Hydrology and Storm Drain Investigation 3-4 Section 3 Hydraulics \1.- -------- ---- I NCO co co ,... '" ci ci ci ci ci ci zz Z Z Z Z ~ " " " " " " " " " c 'iij'iij .;;; .;;; .;;; .;;; .;;; .;;; .;;; III III III III III III I .. 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'" '" ...- I 0= CD I \Dt I I il 'I I II I I I I I I I I I I I I cel, PALOMA de SOL DEVELOPMENT APPENDIX A Hydrology ,'5 I .**....*******************.*******.***........**........********..*****..... 1 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIOE COUNTY FLOOD CON7ROL & WATER CONSERVATION DISTRICT (RCFC&WCO) 197B HYOROLOGY MANUAL (e) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/98 License 10 1264 1 Analysis prepared by: 1 Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, California 92618 I .*.*.*.**.*************.*. DESCRIPTION OF I. Paloma de Sol IN 15-100006 . 10'YEAR STORM EVENT * June 1999 STUDY *****.**.....****......... . . . ....**.*******..**********.....****....................**********......... 1 I f}- 'leA. r FILE NAME: POS10.0AT TIME/OATE OF STUOY: 14:44 7/26/1999 I ------------------.........---------------------------.--------------------- USER SPECIFIEO HYOROLOGY ANO HYORAULIC MODEL INFORMATION: 1 USER SPECIFIEO STORM EVENT(YEAR) = 10.00 SPECIFIEO MINIMUM PIPE SIZE(INCH) = 1B.00 SPECIFIEO PERCENT OF GRAOIENTS(OEClMAL) TO USE FOR FRICTION SLOPE = 0.90 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 100-YEAR STORM 10-MINUTE INTENSITyeINCH/HOUR) = 3.4BO 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10'YEAR INTENSITY-OURATION CURVE = 0.5505732 SLOPE OF 100-YEAR INTENSITY-OURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY OATA: STORM EVENT = 10.00 1-HOUR INTENSITyeINCH/HOUR) = O.888B SLOPE OF INTENSITY OURATION CURVE = 0.5506 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USEO FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCO HYOROLOGY MANUAL ANO IGNORE OTHER CONFLUENCE COMBINATIONS FOR OOWNSTREAM ANALYSES .USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLow AND STREETFLOW MODEL. HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIOTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR (FT) (FT) SlOE / SlOE/ WAY (FT) (FT) (FT) (FT) en) I I I I 1 NO. --------- --------- ----------------- ----------------- ----- ------ ----- ------- ----- ------ ----- ------- I 30.0 2.000.031250.16700.01500 20.0 0.01B/0.01B/0.020 0.67 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - eTop-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) .SIZE PIPE WITH A FLOW CAPACITY GREATER THAN II OR EQUAL TO TNE UPSTREAM TRIBUTARY PIPE.. **************************************************************************** 1 II --~~~-~~~~~~~-~~~-~~~----~~~:~~-~~-~~~----~~~:~~-~~-~~~_:_-~~--------_. >>>>>RATJONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ I .e..tlt'l'\..+ - \f..> I ASSUMEO INITIAL SUBAREA UNIFORM TC = K'[CLENGTH"3)/CELEVATION CHANGE)]".2 INITIAL SUBAREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 1152.00 OOWNSTREAM ELEVATION = 1124.00 ELEVATION OIFFERENCE = 2B.00 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = USER-SPECIFIEO RUNOFF COEFFICIENT = .7961 SOIL CLASSIFICATION IS "Bu SU8AREA RUNOFFCCFS) = TOTAL AREACACRES) = 0.53 I 1 3.491 1 0.53 0.19 TOTAL RUNOFFCCFS) = ****************************************************..*********.****........ 1 FLOW PROCESS FROM NOllE 110.00 TO NOllE 120.00 IS COOE = 61 -----------------------------------------...-._.-._---....------------------ >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< 1 >>>>>(STANDARD CURB SECTION USEO)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 1124.00 DOWNSTREAM ELEVATION(FEET) = 1100.47 1 STREET LENGTHCFEET) = B30.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTHCFEET) = 20.00 1 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIOE STREET CROSSFALLCDECIMAL) = 0.020 OUTSIDE STREET CROSSFALLCDECIMAL) = O.OBO 1 SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCDEClMAL) = 0.020 I "TRAVEL TIME COMPUTEO USING ESTIMATEO FLOWCCFS) = STREET FLOW MOIlEL RESULTS USING ESTlMATEO FLOW: STREET FLOW OEPTH(FEET) = 0.40 HALFSTREET FLOOD WIOTH(FEET) = AVERAGE FLOW VELOCITYCFEET/SEC.) = PROIlUCT OF OEPTH&VELOCITY(FT'FT/SEC.) STREET FLOW TRAVEL TIMECMIN.) = 2.63 10 YEAR RAINFALL INTENSITY(INCH/HOUR) USER-SPECIFIEO RUNOFF COEFFICIENT = .7764 SOIL CLASSIFICATION IS IIBII SU8AREA AREA(ACRES) 3.B5 TOTAL AREA(ACRES) = 4.04 B.27 B.BO 4.69 1 4.5B 5.27 = 2.12 TcCMIN.) = 2.767 7.63 1 1 SU8AREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 1 END OF SUBAREA STREET FLOW HYDRAULICS: OEPTHCFEET) = 0.53 HALFSTREET FLOOD WIOTHCFEET) = 11.01 FLOW VELOCITYCFEET/SEC.) = 5.05 OEPTH'VELOCITYCFT'FT/SEC.) = 2.67 LONGEST FLOWPATH FROM NOllE 100.00 TO NOllE 120.00 = 960.00 FEET. I............................................................................ FLOW PROCESS FROM NOllE 120.00 TO NODE 120.00 IS COIlE = 10 1 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ 1**************************************************************************** FLOW PROCESS FROM NOllE 125.00 TO NODE 120.00 IS CODE = 21 ------..........._-------.....---..----.----------.-.---........-.-------.-. I==:::::::::~::~=::::~=::::::~=:~:::::=:::~:::::::::======================== ASSUMED INITIAL SUBAREA UNIFORM TC = K'[CLENGTH"3)/CELEVATION CHANGE)]".2 1 IA- - :fft \\ . INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1140.00 I DOWNSTREAM ELEVATION = 1100.47 ELEVATION DIFFERENCE = 39.53 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.169 USER-SPECIFIED RUNOFF COEFFICIENT = .7534 SOIL CLASSIFICATION IS IIBII SUBAREA RUNOFF(CFS) = 10.B3 TOTAL AREA(ACRES) = 6.63 TOTAL RUNOFF(CFS) = 10.B3 II............................................................................ 1 FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 11 .-----......-.-------------------------------------------------..------------ . >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I .* MAIN STREAM CONFLUENCE OATA .. STREAM RUNOFF Te I NTENS I TV AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1 10.B3 11.B7 2.169 6.63 LONGEST FLOI/PATH FROM NODE 125.00 TO NODE 120.00 = 1000.00 FEET. . - MEMORY STREAM NUMBER 1 LONGEST 1 BANK # CONFLUENCE OATA .. RUNOFF Te INTENSITY (CFS) (MIN.) (INCH/HOUR) 8.80 7.63 2.767 FLOWPATH FROM NODE 100.00 TO NODE AREA (ACRE) 4.04 120.00 = 960.00 FEET. ****..***************************WARNI NG********************************** I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ...********************************.**********************************...* I ** PEAK FLOW RATE TABLE .- STREAM RUNOFF Te INTENSITY I NUMBER (CFS) (MIN.) (INCH/HOUR) 1 15.76 7.63 2.767 2 17.73 11.87 2.169 1 COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.73 Tc(MIN.) = 11.87 TOTAL AREA(ACRES) = 10.67 1*******************************.***..**.*..........................********* FLOW PROCESS FROM NOOE 120.00 TO NODE 120.00 IS CODE = 12 1_--------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ 1**************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 61 I >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION(FEET) = 1100.47 DOWNSTREAM ELEVATION(FEET) = 1090.00 STREET LENGTK(FEET) = 110.00 CURB HEIGHT(INCKES) = 6.0 STREET HALFWIOTH(FEET) = 20.00 I SA \~ I OISTANCE FROM CROWN TO CROSS FALL GRADEBREAKCFEET) = 15.00 INSIOE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIOE STREET CROSSFALLCOECIMALl = 0.080 I I SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCOECIMAL) = 0.020 I "TRAVEL TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREET FLOW MODEL RESULTS USING ESTIMATEO FLOW: STREET FLOW OEPTHCFEET) = 0.54 HALFSTREET FLOOD WIOTH(FEET) = 12.54 AVERAGE FLOW VELOCITYCFEET/SEC.) = 9.29 PRODUCT OF OEPTH&VELOCITY(FT'FT/SEC.) = STREET FLOW TRAVEL TIMECMIN.) = 0.20 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = USER-SPECIFIEO RUNOFF COEFFICIENT = .8846 SOIL CLASSIFICATION IS "D" SUBAREA AREACACRES) = 0.12 TOTAL AREA(ACRES) = 10.79 0.23 17.96 17.84 I 5.05 TcCMIN.) = 2.149 12.07 I SUBAREA RUNOFFCCFSl PEAK FLOW RATECCFSl = I ENO OF SUBAREA STREET FLOW HYDRAULICS: OEPTHCFEET) = 0.54 HALFSTREET FLOOD WIOTHCFEETl = 12.65 FLOW VELOCITYCFEET/SEC.) = 9.27 DEPTH'VELOCITYCFT'FT/SEC.l = 5.05 LONGEST FLOWPATH FROM NODE 125.00 TO NODE 130.00 = 1110.00 FEET. I ********.*******...**************...**************....*****************..*** I FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 31 .--------..........---------.-.-..----------------.-------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< , ============================================================================ ELEVATION OATA: UPSTREAM(FEET) = 1090.00 DOWNSTREAM(FEET) = 10B9.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) 9.91 ESTIMATEO PIPE OIAMETERCINCH) = 21.00 PIPE-FLOW(CFS) = 17.96 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = LONGEST FLOWPATH FROM NODE 125.00 TO NODE I NUMBER OF PIPES = I 12.15 140.00 = 1160.00 FEET. II ............................................................................ FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 10 -----------.---------------------------------------------------------------- I >>>>>MAIN-STREAM MEMORY COPIEO ONTO MEMORY 8ANK # 1 <<<<< ============================================================================ 1**************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 160.00 IS CODE = 21 ---..-----------.----------------------------------------------------------- II ==::::::::;;::;;:;:;;;:::;~:::::~~:;;~::::~::~::::::======================== TC = K'[(LENGTH"3)/(ELEVATION CHANGE)]".2 INITIAL SUBAREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 1152.00 DOWNSTREAM ELEVATION = 1124.00 ELEVATION DIFFERENCE = 28.00 10 YEAR RAINFALL INTENSITY(INCH/HOURl = 3.491 USER'SPECIFIEO RUNOFF COEFFICIENT = .7961 SOIL CLASSIFICATION IS liB" I I I b4 3A \<\ I I SUBAREA RUNOFFCCFS) = 0.92 TOTAL AREACACRES) = 0.33 TOTAL RUNOFFCCFS) = 0.92 11**************************.****..........***************************.******* FLOW PROCESS FROM NOOE 160.00 TO NOOE 170.00 IS CODE = 61 I >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATIONCFEET) = 1124.00 OOWNSTREAM ELEVATIONCFEET) = 1100.47 STREET LENGTHCFEET) = 830.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTHCFEET) = 20.00 I DIS7ANCE FROM CROWN TO CROSSFALL GRAOE8REAKCFEET) = 15.00 INSIOE STREET CROSSFALLCOECIMAL) = 0.020 OUTSIOE STREET CROSSFALLCOECIMAL) = 0.080 I SPECIFIED NUHBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCOEClMAL) = 0.020 I I *.TRAVEL TIME COMPUTEO USING ESTIMATEO FLOWCCFS) = 3.67 STREETFLOW MODEL RESULTS USING ESTIMATEO FLOW: STREET FLOW OEPTHCFEET) = 0.37 HALFSTREET FLOOO WIDTHCFEET) = 4.16 AVERAGE FLOW VELOCITYCFEET/SEC.) = 4.94 1A- PRODUCT OF OEPTH&VELOCITYCFT*FT/SEC.) = 1.82 - STREET FLOW TRAVEL TIMECMIN.) = 2.80 TcCMIN.) = 7.80 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.734 USER-SPECIFIEO RUNOFF COEFFICIENT = .7753 SOIL CLASSIFICATION IS 118n SUBAREA AREACACRES) = 2.57 SUBAREA RUNOFFCCFS) = 5.45 TOTAL AREACACRES) = 2.90 PEAK FLOW RATECCFS) 6.36 I I I ENO OF SUBAREA STREET FLOW HYORAULICS: OEPTHCFEET) = 0.47 HALFSTREET FLOOO WIOTHCFEET) = 6.49 FLOW VELOCITYCFEET/SEC.) = 5.21 OEPTH*VELOCITYCFT*FT/SEC.) 2.43 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 170.00 = 960.00 FEET. I **.************.**....********.******........**...*****************..******* I FLOW PROCESS FROM NODE 170.00 TO NOOE 140.00 IS CODE = 31 , -----......._--------------..._--------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SU8AREA<<<<< 111==:~:::;;~:~~:;:~~~;;;::::;;::;~::::~~:~~~~~:~~;;::::;;;:;;::::~~;;~~~==== FLOW LENGTHCFEET) = 30.00 MANNING'S N = 0.013 ESTlMATEO PIPE OIAMETERCINCH) INCREASED TO 18.000 OEPTH OF FLOW IN 18.0 INCH PIPE IS 7.4 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 9.38 ESTlMATEO PIPE OIAMETERCINCH) = 18.00 PIPE-FLOWCCFS) = 6.36 PIPE TRAVEL TIMECMIN.) = 0.05 TcCMIN.) = LONGEST FLOWPATH FROM NOOE 150.00 TO NODE I I NUMBER OF PIPES = 7.85 140.00 = 990.00 FEET. 1Il--....--------.-.--.-.-.-.-.--.-.--------------------*****.*.*.*********..** FLOW PROCESS FROM NOOE 140.00 TO NODE 140.00 IS CODE = 11 .- ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ . 7,.0 I .. MAIN STREAM NUMBER 1 LONGEST STREAM CONFLUENCE OATA ** RUNOFF Te INTENSITY (CFS) (MIN.) (INCH/HOUR) 6.36 7.85 2.723 FLOWPATH FROM NODE 150.00 TO NODE AREA (ACRE) 2.90 140.00 = 990.00 FEET. I I ** MEMORY BANK # CONFLUENCE DATA ** STREAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 17.96 12.15 2.141 10.79 LONGEST FLOWPATH FROM NODE 125.00 TO NODE 140.00 = 1160.00 FEET. I I ...***************...*******..***WARN1 NG***............******************* IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASEO ON THE RCFC&WCO FORMULA OF PLATE 0-1 AS OEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. I ****************************.**********************.*.*************....... I .* PEAK FLOW RATE TABLE ** STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 17.96 7.85 2.723 2 22.96 12.15 2.141 I CoMPUTEO CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLOWS: = 22.96 Te(MIN.) = 13.69 12.15 I ************..******...*****..*****************.**************************** I FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 12 ...------........----------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .11**************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 180.00 IS CODE = 31 1---.------------------------------------------------------------.----------- >>>>>COMPUTE PIPE-FL~ TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATEO PIPESIZE (NON-PRESSURE FLOW)<<<<< II ==:~~:~~~~~:~;~~~~;:;::~~~~~;:=::::~::~~~:=~~~~~;:::;;::;:=:==;~::~;~==== OEPTH OF FLOW IN 21.0 INCH PIPE IS 16.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.25 ESTIMATEO PIPE OIAMETER(INCH) = 21.00 PIPE-FLOW(CFS) = 22.96 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE I NUMBER OF PIPES = I 0.03 Te(MIN.) = 12.18 125.00 TO NODE 180.00 = 1180.00 FEET. **************************************************************************** I FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 10 ---.................--.---------------------.....-....---------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< III ============================================================================ **************************************************************************** II--~:~-~~~~~~~-~~~-~~~----~~~:~~-~~-~~~----~~~:~~-~~-~~~-:--~~---------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ===================================================================:=::===== ~ I I ASSUMEO INITIAL SUBAREA UNIFORM TC = K"[(LENGTH""3)/(ELEVATION CHANGE)]"".2 INITIAL SUBAREA FLOW-LENGTH = 160.00 UPSTREAM ELEVATION = 1136.00 OOWNSTREAM ELEVATION = 1119.00 ELEVATION OIFFERENCE = 17.00 10 YEAR RAINFALL INTENSITYCINCH/HOUR) = 3.491 USER-SPECIFIEO RUNOFF COEFFICIENT = .7961 SOIl CLASSIFICATION 15 nBII SUBAREA RUNOFFCCFS) = TOTAL AREACACRES) = 1.39 I I I 1.39 0.50 TOTAL RUNOFF(CFS) = I **************************.**************..................*..........****** FLOW PROCESS FROM NooE 190.00 TO NooE 200.00 IS CooE = 61 -----------------.-.-----._._----------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<>>>>(STANDARD CURB SECTION USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 1119.00 OOWNSTREAM ELEVATION(FEET) = 1089.00 STREET LENGTHCFEET) = 1450.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTHCFEET) = 20.00 I I OISTANCE FROM CROWN TO CROSSFALL GRAOEBREAK(FEET) = INSIOE STREET CROSSFALLCOECIMAL) = 0.020 OUTSIOE STREET CROSSFALL(OECIMAL) = 0.080 15.00 I SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCOECIMAL) = 0.020 I ""TRAVEL TIME COMPUTEO USING ESTIMATEO FLOWCCFS) = STREETFLOW MooEL RESULTS USING ESTIMATEO FLOW: STREET FLOW OEPTHCFEET) = 0.49 HALFSTREET FLOOO WIOTH(FEET) = AVERAGE FLOW VELOCITYCFEET/SEC.) = PRooUCT OF OEPTH&VELOCITY(FT"FT/SEC.) STREET FLOW TRAVEL TIMECMIN.) = 5.54 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = USER-SPECIFIEO RUNOFF COEFFICIENT = .7598 SOil CLASSIFICATION IS "811 SUBAREA AREACACRES) = 5.36 TOTAL AREACACRES) = 5.86 9.43 10.82 6.09 I 7.72 4.36 = 2.14 TeCMIN.) = 2.315 10.54 I, I SUBAREA RUHOFFCCFS) = PEAK FLOW RATECCFS) I END OF SUBAREA STREET FLOW HYORAULICS: OEPTHCFEET) = 0.58 HALFSTREET FLOOO WIOTH(FEET) = 16.52 FLOW VELOCITY(FEET/SEC.) = 4.33 DEPTH"VELOCITYCFT"FT/SEC.) = 2.52 "NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AHD L = 1450.0 FT WITH ELEVATION-DROP = 30.0 FT, IS 7.4 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT HooE 200.00 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 200.00 = 1610.00 FEET. I 1.......**.********..***..**...**..**********....*****.............**..***... FLOW PROCESS FROM NooE 200.00 TO HooE 180.00 IS CODE = 31 I >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ I ELEVATION OATA: UPSTREAM(FEET) = 1089.00 OOWHSTREAM(FEET) = FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 ESTIMATEO PIPE OIAMETER(INCH) INCREASEO TO 18.000 DEPTH OF FLOW IH 18.0 INCH PIPE IS 2.0 INCHES 188.50 I 7A - f;A - lz" I PIPE-FLOW VELOCITY(FEET/SEC.) ESTIMATEO PIPE OIAMETER(INCH) = PIPE-FLOW(CFS) = 10.82 PIPE TRAVEL TINE(MIN.) = LONGEST FLOWPATH FROM NODE = 102.07 18.00 NUMBER OF PIPES = I 0.01 Te(MIN.) = 10.55 150.00 TO NODE 180.00 = 1660.00 FEET. 1*****************.......*******....******************.............**........ FLOW PROCESS FROM NODE 180.00 TO NODE lBO.OO IS CODE = 11 I >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ I ** MAIN STREAM CONFLUENCE OATA .. STREAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.82 10.55 2.314 5.86 I LONGEST FLOWPATH FROM NODE 150.00 TO NODE lBO.OO = 1660.00 FEET. I .. MEMORY BANK # CONFLUENCE DATA .. STREAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 22.96 12.18 2.138 13.69 LONGEST FLOWPATH FROM NODE 125.00 TO NODE 180.00 = l1BO.00 FEET. I ..........***...........********.WARNI NG...............****.****.......... I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASEO ON THE RCFC&WCO FORMULA OF PLATE 0-1 AS OEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **......................***..........**.***.**......*********.***......... J I ** PEAK Fl~ RATE TABLE -- STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 30.70 10.55 2.314 2 32.95 12.1B 2.138 I COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 32.95 Te(MIN.) = TOTAL AREA(ACRES) = 19.55 12.18 1..****.****......**......****.........**.***.********..***......*****.****** , FLOW PROCESS fROM NODE 180.00 TO NODE 180.00 IS CODE = 12 I >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ 1**************************************************************************** FLOW PROCESS FROM NOOE 180.00 TO NODE 210.00 IS COOE = 31 --------------------------_..-._-----------------------.-................... I >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 188.50 DOWNSTREAM(FEET) = 180.00 I FLOW LENGTH(FEET) = 210.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.7 INCHES PIPE-fLOW VELOCITY(FEET/SEC.) = 15.14 ESTIMATED PIPE OIAMETER(INCH) = 24.00 PIPE-FLOW(CFS) = 32.95 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE NUMBER OF PIPES = 0.23 Te(MIN.) = 12.42 150.00 TO NODE 210.00 = lB70.00 FEET. p I I ****...******.......*.......*****...........*******..........*****.***...... I FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 10 -------.-------......--------------------------------.---------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- III :::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: , FLOW PROCESS FROM NODE 220.00 TO NODE 230.00 IS CODE = 21 I I. .---.---------.....-.-............-.-....-.--.-.----------.-.-..-..--------- . >>>>>RATtONAL METHOD INITIAL SUBAREA ANAlYSIS<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMEO.INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3l/IELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW, LENGTH = 250.00 UPSTREAM ELEVATION = 1136.00 OOWNSTREAM ELEVATION = 1119.00 ELEVATION DIFFERENCE = 17.00 10 YEAR RAINFALL INTENSITYIINCH/HOUR) = 3.124 USER-SPECIFIEO RUNOFF COEFFICIENT = .7B70 SOIL CLASSIFICATION IS 118" SUBAREA RUNOFFICFSl = 1.2B TOTAL AREA(ACRESl = 0.52 TOTAL RUNOFF(CFSl = 1.2B 11I.....**.**********.****....*****..........*..........*.................*..** I I I FLOW PROCESS FROM NODE 230.00 TO NODE 240.00 IS CODE = 61 )-----..--..........---.-------..-.-----------------.---.-.........--.--.---- . >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< 1============================================================================ UPSTREAM ELEVATIONIFEETl = 1119.00 OOWNSTREAM ELEVATIONIFEET) = 10BB.00 STREET LENGTHIFEETl = 1630.00 CURB HEIGHT(INCHESl = 6.0 STREET HALFWIOTHIFEETl = 20.00 I OISTANCE FROM CROWN TO CROSSFALL GRAOEBREAK(FEET) = 15.00 INSIOE STREET CROSSFALLIOECIMAL) = 0.020 OUTSIOE STREET CROSSFALLIOECIMAL) = O.OBO I SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLIDECIMALl = 0.020 I **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: 5.79 I STREET FLOW OEPTH(FEETl = 0.49 HALFSTREET FLOOD WIOTH(FEETl = AVERAGE FLOW VELOCITYIFEET/SEC.l = PRODUCT OF OEPTH&VELOCITYIFT*FT/SEC.l STREET FLOW TRAVEL TIME(MIN.l = 6.51 10 YEAR RAINFALL INTENSITYIINCH/HOURl = USER-SPECIFIEO RUNOFF COEFFICIENT = .7500 SOlL CLASSIFICATION IS "B" SUBAREA AREAIACRESl = 5.75 TOTAL AREAIACRESl = 6.27 7.67 4.17 = 2.04 TcIMIN.) = 2.096 12.63 I . 9.04 10.32 SUBAREA RUNOFFICFSl = PEAK FLOW RATEICFS) = I ENO OF SUBAREA STREET FLOW HYORAULICS: OEPTHIFEETl = 0.5B HALFSTREET FLOOD WIOTHIFEET) = 16.40 FLOW VELOCITYIFEET/SEC.l = 4.16 OEPTH*VELOCITYIFT*FT/SEC.l = *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, ANO L = 1630.0 FT WITH ELEVATION-DROP = 31.0 FT, IS WHICH EXCEEOS THE TOP-OF-CURB STREET CAPACITY AT NODE 2.42 I 7.6 CFS, 240.00 I qA IDA - zA. I LONGEST FLOWPATN FROM NODE 220.00 TO NODE 240.00 = 1880.00 FEET. 1*****************************************************************..********* FLOW PROCESS FROM NODE 240.00 TO NODE 210.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< - ============================================================================ I - ELEVATION OATA: UPSTREAM(FEET) = 1081.00 OO~NSTREAM(FEET) FLO~ LENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATEO PIPE DIAMETER(INCH) INCREASEO TO 18.000 OEPTH OF FLOW IN 18.0 INCH PIPE IS 8.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.37 ESTIMATEO PIPE DIAMETER(INCH) = 18.00 PIPE-FLOW(CFS) = 10.32 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE = 1080.00 I NUMBER OF PIPES I 0.03 Tc(MIN.) = 12.66 220.00 TO NODE 210.00 = 1900.00 FEET. ******************....****...*********************************************** I FLO~ PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 11 , -----------------------------------------~----_._--------------------------- >>>>>CONFlUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I - ' .. MAIN STREAM CONFLUENCE DATA .. STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.32 12.66 2.093 LONGEST FLOWPATH FROM NODE 220.00 TO NODE AREA (ACRE) 6.27 210.00 = 1900.00 FEET. I '** MEMORY STREAM NUMBER 1 LONGEST BANK # CONFLUENCE DATA .. RUNOFF Tc INTENSITY AREA (CFS) (MIN.) (INCH/HOUR) (ACRE) 32.95 12.42 2.116 19.55 FLOWPATH FROM NOOE 150.00 TO NODE 210.00 = 1870.00 FEET. I I ..........******...****..*.***.**WARNI NG.**....**.....*.**********..****.* IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASEO ON THE RCFC&~CD FORMULA OF PLATE 0-1 AS OEFAULT VALUE. THIS FORMULA ~ILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. I ***.*****.....********.****************.*********.......*****.******..**** I .. PEAK FLOW RATE TABLE .. STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 43.07 12.42 2.116 2 42.92 12.66 2.093 I COMPUTEO CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLOWS: = 43.07 Tc(MIN.) = 25.82 12.42 I .********.....*************************************************..*****..**** I FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 12 ,---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ---------------------------------------------.===--------------------------- III :::::::::~::::::::::::::::::::::::~::~::::....::::::::::::::::::::::::::: FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 10 ~"5 I ~-----_._-------------------------_._-------------------------------_.------- >>>>>MAIN-STREAM MEMORY COPIEO ONTO MEMORY BANK # 1 <<<<< 11I============================================================================ ***************************.****************......**..********************.. 1II--:::::~~;;~~~~~~~~~;~;;;~~~~~~~~~~~~~~~~;~~::::-~~-:~=-:--~~---------- ~ I ==::=:=::~~~~::~:~:~:~~~::~:~~~:=~:~:~:~~::~:=============================== INITIAL SUBAREA FLOW-LENGTH = 200.00 UPSTREAM ELEVATION = 10B9.00 OOWNSTREAM ELEVATION = 10BO.00 ELEVATION OIFFERENCE = 9.00 10 YEAR RAINFALL INTENSITYCINCH/HOUR) USER-SPECIFIEO RUNOFF COEFFICIENT = .7B73 SOIL CLASSIFICATION IS liB" SUBAREA RUNOFF(CFS) = 1.46 111 TOTAL AREA(ACRES) = 0.59 TOTAL RUNOFF(CFS) = 1.46 ******.***************************.....************************************* I 3.136 I III--:::::~~~~~~-;;~:;~~-;~~~~~:;;~~~;~~=~~~~~~~:::~~~_:~=-:--~~---------- >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE flOW)<<<<< JII==;~;::;;~:=~:;::=~;;;:;::;;;;;~=:==~~:~~~~==~~::;;:;::;;;;;~=:==~~:~~~~==== FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETERCINCH) INCREASEO TO lB. 000 DEPTH OF FLOW IN lB.O INCH PIPE IS 3.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.17 ESTIMATEO PIPE DIAMETER(INCH) = 18.00 PIPE-FLOW(CFS) = 1.46 PIPE TRAVEL TIMECMIN.) = 0.08 TcCMIN.) = LONGEST FLOWPATH FROM NODE 130.00 TO NODE I NUMBER OF PIPES I 6.16 210.00 = 230.00 FEET. 11I**.***************************************...**......*********************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 11 I >>>>>CONfLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< '============================================================================ I ** MAIN STREAM NUMBER 1 LONGEST STREAM CONFLUENCE OATA .. RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 1.46 6.16 3.113 FLOWPATH FROM NODE 130.00 TO NODE AREA (ACRE) 0.59 210.00 I 230.00 FEET. I ** MEMORY BANK # 1 CONFLUENCE OATA .. STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 43.07 12.42 2.116 25.82 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 210.00 = 1900.00 FEET. I *********************************WARNI NG********************************** JII IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCO FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I IIA - 7-(, . I ** PEAK fLOW RATE TABLE _. STREAM RUNOff Tc INTENSITY NUMBER (CfS) (MIN.) (INCH/HOUR) 1 22.B2 6.16 3.113 2 44.06 12.42 . 2.116 I COMPUTEO CONfLUENCE PEAK fLOW RATE(CfS) TOTAL AREA(ACRES) = ESTIMATES ARE AS fOLLOWS: = 44.06 Tc(MIN.) = 26.41 12.42 I **************************************************************************** 111 --~~~-~~~~~~~.~~~.~~~._..~~~:~~.~~.~~~_...~~~:~~.~~-~~~_:_.~~.....__._. >>>>>CLEAR MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- III ............................................................................ fLOW PROCESS fROM NooE 210.00 TO NooE 260.00 IS CooE = 31 111 --:::::~~;~~~.;;;~:;~~-~~~~~~.~;~~.~~~~.~~~~~~~:::::.......-........--...- >>>>>USING COMPUTER-ESTIMATEO PIPESIZE (NON-PRESSURE fLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ELEVATION DATA: UPSTREAM(fEET) = 10BO.00 OOWNSTREAM(fEET) = 1077.00 fLOW LENGTH(fEET) = 220.00 MANNING'S N = 0.013 OEPTH Of fLOW IN 30.0 INCH PIPE IS 23.B INCHES PIPE.fLOW VELOCITY(fEET/SEC.) = 10.55 ESTIMATEO PIPE OIAMETER(INCH) = 30.00 NUMBER Of PIPES = PIPE-fLOW(CfS) = 44.06 PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 12.76 LONGEST flOWPATH fROM NOOE 220.00 TO NooE 260.00 = 2120.00 fEET. I I ******...****************..*******............****.**....................... I flOW PROCESS fROM NOOE 260.00 TO NooE 260.00 IS CooE = 10 ----.-....---.-_......-.---....__......-..__.-.-.-----------------.......... >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< III ============================================================================ ............................................................................ I --~~~-~~~~~~~-~~~-~~~--_.~~~:~~.~~.~~~....~~~:~~.~~.~~~_:._~~---------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMEO INITIAL SUBAREA UNifORM TC = K.[(LENGTH..3)/(ELEVATION CHANGE)]...2 INITIAL SUBAREA fLOW-LENGTH = 920.00 UPSTREAM ELEVATION = 10B7.00 OO\/NSTREAM ELEVATION = 1078.00 ELEVATION OIffERENCE = 9.00 10 YEAR RAINfALL INTENSITY(INCH/HOUR) = 1.B94 USER'SPECIfIEO RUNOff COEffICIENT = .7397 SOIL CLASSIFICATION IS 11811 SUBAREA RUNOff(CfS) = 1.67 TOTAL AREA(ACRES) = 1.19 TOTAL RUNOff(CfS) = 1.67 I I I *......***....*.......*..................................................... I --~~~.~~~~~~~.~~~-~~~-_._~~~:~~.~~-~~~-_..~~~:~~.~~.~~~.:..~~_......._- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ I /31\- - ~"\ I ****..*******...****.......****........*.....****.....**.***.....****.****** 1Il-.~=~-~~~~~~~-~~~-~~~----~:::~~-~~-~~~----~~~:~~-~~-~~~_:_-~~._._._-_.. >>>>>RATIONAl METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ I ASSUMEO INITIAL SUBAREA UNIFORM TC = K.[(LENGTH..3)/(ELEVATION CHANGE)]...2 INITIAL SUBAREA FLOW-LENGTH = 150.00 UPSTREAM ELEVATION = 88.81 OOWNSTREAM ELEVATION = 86.50 ELEVATION DIFFERENCE = 2.31 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = USER-SPECIFIED RUNOFF COEFFICIENT = .8244 SOIL CLASSIFICATION IS lIell SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 0.83 III I 2.969 0.83 0.34 I ***...........********.***.....***.......***********..***......*******...... TOTAL RUNOFF(CFS) = tIl--~=~~-~~~~~~~-~~~-~~~--_.~~~:~~-~~-~~~_._-~~~:~~-~~-~~~_:_-~~---------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ** MAIN STREAM CONFLUENCE OATA .. STREAM RUNOFF Tc I NTENSI TY AREA I NUMBER (CFS) . (MIN.) (INCH/HOUR) (ACRE) 1 0.83 6.71 2.969 0.34 LONGEST FLOWPATH FROM NODE 275.00 TO NOllE 280.00 = 150.00 FEET. I BANK # 2 CONFLUENCE OATA .. RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 1.67 15.18 1.894 FLOWPATH FROM NOOE 270.00 TO NOllE '** MEMORY STREAM NUMBER 1 LONGEST AREA (ACRE) 1.19 280.00 = I 920.00 FEET. I ..*******************************WARNJNG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASEO ON THE RCFC&WCO FORMULA OF PLATE 0-1 AS OEFAULl VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. I ***********************************************************.*...********** III ** PEAK STREAM NUMBER 1 2 INTENSITY (INCH/HOUR) 2.969 1.894 FLOW RATE TABLE -- RUNOFF Tc (CFS) (MIN.) 1.57 6.71 2.20 15.18 I COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.20 Tc(MIN.) = TOTAL AREA(ACRES) = 1.53 15.18 I *********..***********************************************.*****..********** I FLOW PROCESS FROM NODE 280.00 TO NODE 280.00 IS CODE = 12 *--------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<< =======================================================ccccccccccccccccccccc JII............................................................................ FLOW PROCESS FROM NODE 260.00 IS CODE = 31 280.00 TO NODE I (21\ - ?J; ~-_._--_._--------------------------------------------------------------..-.- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<>>>>USING COMPUTER-ESTIMATEO PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAMCFEET) = 1078.00 DOWNSTREAM(FEET) = 1077.00 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 ESTIMATEO PIPE OIAMETER(INCH) INCREASEO TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.28 ESTIMATEO PIPE OIAMETER(INCH) = 18.00 PIPE-FLOW(CFS) = 2.20 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 15.29 I LONGEST FLOWPATH FROM NODE 270.00 TO NODE 260.00 = 960.00 FEET. . **************..***....**************************************************.** I I NUMBER OF PIPES FLOW PROCESS FROM NODE 260.00 TO NODE 260.00 IS CODE = 11 I --------------------------------------------.-----..------------------------ >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I .* MAIN STREAM CONFLUENCE OATA .. STREAM RUNOFF Tc INTENSITY AREA I NUM8ER (CFS) CMIN.) (INCH/HOUR) (ACRE) 1 2.20 15.29 1.887 1.53 LONGEST FLOWPATH FROM NODE 270.00 TO NODE 260.00 = 960.00 FEET. I *. MEMORY BANK # CONFLUENCE DATA -- STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 44.06 12.76 2.084 26.41 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 260.00 = 2120.00 FEET. I ********************************.WARNI NG*********************************. I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASEO ON THE RCFC&WCO FORMULA OF PLATE 0-1 AS OEFAUlT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. I ...........................................*...**...............*****..... .. PEAK FLOW RATE TABLE .* I STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 45.90 12.76 2.084 2 42.09 15.29 1.887 I COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 45.90 Tc(MIN.) = 12.76 ~ TOTAL AREA(ACRES) = 27.94 .....*........***..............................................***.......... FLOW PROCESS FROM NODE 260.00 TO NODE 260.00 IS CODE = 12 1_--------------------------------------------------------------------------- >>>>>ClEAR MEMORY BANK # 1 <<<<< ccccccccccccccccccc===c=cc================c=====ccc========c================ 11I........**.....****.**............**............***.......*................. FLOW PROCESS FROM NODE 260.00 TO NODE 260.00 IS CODE = 13 JIl~~:::::~~~::~~:~~::~::~~:~::~:~:~:::::::~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ I ~ ~*************************.**************************************.....******* FLOW PROCESS FROM NODE 295.00 TO NOOE 300.00 IS CODE = 21 I ----------------------..-..------------------------------------------------. >>>>>RATIONAl METHOD INITIAL SUBAREA ANAlYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMEO INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITI$L SUBAREA FLOW-LENGTH = 750.00 UPSTREAM ELEVATION = 1091.00 OOWNSTREAH ELEVATION = 1084.38 ELEVATION OIFFERENCE = 6.62 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.959 USER-SPECIFIEORUNOFF COEFFICIENT = .7432 SOil CLASSIFICATION IS "811 SUBAREA RUNOFF(CFS) = 3.39 TOTAL AREA(ACRES) = 2.33 TOTAL RUNOFF(CFS) = 3.39 tit.....................................................*********************** I '. I FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 10 III .-:::::~;~:~;;~~.~~~~;~.~~~;~~.~~;~.~~~~;~.;~~~.~.;.:::::----------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1************************************************************************.*** FLOW PROCESS FROM NOOE 125.00 TO NODE 310.00 IS COOE = 21 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMEO INITIAL SUBAREA UNIFORM TC = K.[ClENGTH..3)/CElEVATION CHANGE)]...2 INITIAL SUBAREA FLOW, LENGTH = 240.00 UPSTREAM ELEVATION = 1150.00 DOWNSTREAM ELEVATION = 1107.22 ELEVATION DIFFERENCE = 42.78 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.491 USER-SPECIFIEO RUNOFF COEFFICIENT = .7961 SOil CLASSIFICATION IS IIB" SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = I I 1 3.64 1.31 3.64 TOTAL RUNOFF(CFS) = 1....................*.........*..........................................*** FLOW PROCESS FROM NODE 310.00 TO NOOE 300.00 IS COOE = 61 1 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ==================================================================:========= I UPSTREAM ELEVATION(FEET) = 1107.29 OOWNSTREAM ELEVATION(FEET) = 1084.38 STREET LENGTH(FEET) = 870.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(FEET) = 20.00 I DISTANCE FROM CROWN TO CROSSFALL GRAOEBREAK(FEET) = 15.00 INSIOE STREET CROSSFALL(OECIMAL) = 0.020 OUTSIOE STREET CROSSFALL(OECIMAL) = 0.020 I SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF I ..TRAVEl TIME COMPUTED USING ESTIMATED FLOWCCFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIOTH(FEET) = 12.95 7.57 I 113 - 2B - ~J3 ~ I AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.21 PRODUCT OF OEPTH&VELOCITY(FT'FT/SEC.) = 1.62 I STREET FLOW TRAVEL TIME(MIN.) = 3.44 Te(MIN. ) = 8.44 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.616 USER-SPECIFIED RUNOFF COEFFICIENT = .7713 SOIL CLASSIFICATION IS 11811 I SUBAREA AREA(ACRES) = 3.B5 SUBAREA RUNOFF(CFS) 7.77 TOTAL AREA(ACRES) = 5.16 PEAK FLOW RATE(CFS) = 11.41 I ENO OF SUBAREA STREET FLOW HYORAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLooo WIOTH(FEET) = 15.27 FLOW VELOCITY(FEET/SEC.) = 4.66 OEPTH'VELOCITY(FT'FT/SEC.) = 2.01 LONGEST FLOWPATH FROM NODE 125.00 TO NODE 300.00 = 1110.00 FEET. III ............................................................................ FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 11 I -----...------------------------------------------------------.------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ** MAIN STREAM CONFLUENCE DATA .. STREAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 11.41 B.44 2.616 5.16 LONGEST FLOWPATH FROM NODE 125.00 TO NODE 300.00 = 1110.00 FEET. ** MEMORY BANK # CONFLUENCE OATA .. STREAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.39 14.28 1. 959 2.33 LONGEST FLOWPATH FROM NODE 295.00 TO NOOE 300.00 = 750.00 FEET. I I I *********************************WARNING****************.***************** I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASEO ON THE RCFC&WCO FORMULA OF PLATE 0-1 AS OEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. I *****......****..*****************..***.....****************************** I ** PEAK FLOW RATE TABLE -- STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 13.42 8.44 2.616 2 11.93 14.28 1.959 I COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.42 Te(MIN.) = TOTAL AREA(ACRES) = 7.49 III ............................................................................ 8.44 FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 12 I ---------------------------------------------------------------------------. >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ III..........................................................*.........******** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 10 I >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ I ~\ lIt--**..-----.---...---.......--............-------....-**.................... FLOW PROCESS FROM NOOE 320.00 TO NOOE 330.00 IS COOE = 21 I --------------------------------------------------------------------..------ >>>>>RATIONAl METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMEO INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)f(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 420.00 UPSTREAM ELEVATION = 1106.00 OOWNSTREAM ELEVATION = 1087.06 ELEVATION DIFFERENCE = 18.94 10 YEAR RAINFALL INTENSITY(INCH/HOUR) USER.SPECIFIEDRUNOFF COEFFICIENT = .5504 SOIL CLASSIFICATION IS IIBII SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 1.94 I 1.649 I 1.94 2.14 TOTAL RUNOFF(CFS) = III ..........******.......****...***.*..........**........**********........*** FLOW PROCESS FROM NOOE 330.00 TO NOOE 330.00 IS COOE = 10 I ----.-----------------..----.--.-.--......----------------------------.-.... >>>>>MAtN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1**************************************************************************** FLOW PROCESS FROM NODE 350.00 TO NODE 330.00 IS COOE = 21 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< :=========================================================================== ASSUMEO INITIAL SUBAREA UNIFORM Te = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 360.00 UPSTREAM ELEVATION = 1109.00 DOWNSTREAM ELEVATION = 1087.06 ELEVATION DIFFERENCE = 21.94 10 YEAR RAINFALL INTENSITY(INCH/HOUR) USER-SPECIFIEO RUNOFF COEFFICIENT = .7790 SOIL ClASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = I I 2.848 1 3.71 1.67 TOTAL RUNOFF(CFS) = 3.71 1**..************************************************************************ FLOW PROCESS FROM NOOE 330.00 TO NODE 330.00 IS CODE = 11 I >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================:=============================================== I ** MAIN STREAM NUMBER 1 LONGEST 360.00 FEET. STREAM CONFLUENCE DATA .. RUNOFF Te INTENSITY (CFS) (MIN.) (INCH/HOUR) 3.71 7.24 2.848 FLOWPATH FROM NOOE 350.00 TO NODE AREA (ACRE) 1.67 330.00 = I I .. MEMORY BANK # 2 CONFLUENCE DATA .. STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 1.94 19.52 1.649 LONGEST FLOWPATH FROM NOOE 320.00 TO NOOE 420.00 FEET. AREA (ACRE) 2.14 330.00 = I *********************************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASEO I 45 ~ ~ I' III ON THE RCFC&WCO FORMULA OF PLATE 0-1 AS OEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. .***..*******.......********..**********...........***..****.............. .. PEAK FLOW RATE TABLE -- STREAM RUNOFF Tc INTENSITY NUMBER ICFS) IMIN.) I INCH/HOUR) 1 4.43 7.24 2.84B 2 4.09 19.52 1.649 III I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATEICFS) = 4.43 TcIMIN.) = TOTAL AREAIACRES) = 3.B1 III ............................................................................ 7.24 FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 12 I ------------------.--------------------------------------------------------- >>>>>ClEAR MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- III ............................................................................ FLOW PROCESS FROM NODE 330.00 TO NODE 360.00 IS CODE = 61 III >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- III UPSTREAM ELEVATIONIFEET) = 10B7.06 DOWNSTREAM ELEVATIONIFEET) = 1084.86 STREET LENGTHIFEET) = 250.00 CURB HEIGHTIINCHES) = 6.0 STREET HALFWIOTHIFEET) = 20.00 I OISTANCE FROM CROWN TO CROSSFALL GRADEBREAKIFEET) = 15.00 INSIOE STREET CROSSFALL(OECIMAL) = 0.020 OUTSIOE STREET CROSSFALLIOECIMAL) = 0.020 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = I ..TRAVEL TIME COMPUTEO USING ESTIMATEO FLOWICFS) = STREETFLOW MODEL RESULTS USING ESTIMATEO FLOW: STREET FLOW OEPTHIFEET) = 0.39 HALFSTREET FLOOD WIOTHIFEET) = 13.24 AVERAGE FLOW VElOCITYIFEET/SEC.) = 2.46 PRODUCT OF DEPTH&VELOCITY(FT.FT/SEC.) = 0.96 STREET FLOW TRAVEL TIMEIMIN.) = 1.69 TcIMIN.) = 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.537 USER-SPECIFIEO RUNOFF COEFFICIENT = _7685 SOIL CLASSIFICATION IS 11811 SUBAREA AREAIACRES) = 0.19 TOTAL AREAIACRES) = 4.00 4.61 III 8.93 III I SUBAREA RUNOFFICFS) PEAK FLOW RATEICFS) = 0.37 4.BO I ENO OF SUBAREA STREET FLOW HYORAULICS: OEPTHIFEET) = 0.40 HALFSTREET FLOOO WIDTHIFEET) = 13.46 FLOW VELOCITYIFEET/SEC.) = 2.49 OEPTH.VELOCITY(FT.FT/SEC.) = 0.98 LONGEST FLDWPATN FROM NODE 320.00 TO NODE 360.00 = 670.00 FEET. III *********.....*********....************.**...***************.*******.*.***** FLOW PROCESS FROM NODE 360.00 TO NODE 360.00 IS CODE = 10 III ===::::::~:::::~::=:~:~::=~~:~~~=~:~=:~:~::=:::~=:=~=:::::================= III 6F3 ,'7 111..*************************************************************...********** FLOW PROCESS FROM NOOE 370.00 TO NODE 360.00 IS CODE = 21 1-...-...---------.---------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANAlYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMEO INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 770.00 UPSTREAM ELEVATION = 1107.18 OOWNSTREAM ELEVATION = 1084.86 ELEVATION DIFFERENCE = 22.32 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.220 USER-SPECIFIEO.RUNOFF COEFFICIENT = .7557 SOIL CLASSIFICATION IS IIBII SUBAREA RUNOFF(CFS) = 3.04 TOTAL AREA(ACRES) = 1.81 TOTAL RUNOFF(CFS) = 3.04 11I******.....**********.******.**..***.************..*********************.... I 1 I 7f7 - FLOW PROCESS FROM NODE 360.00 TO NODE 360.00 IS CODE = 11 1---------------------.-----------------------------------.------------------ >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I .. MAIN STREAM CONFLUENCE DATA .. STREAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 , 3.04 11.3B 2.220 1.81 LONGEST FLDWPATH FROM NODE 370.00 TO NODE 360.00 = 770.00 FEET. I .. MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 4.BO 8.93 2.537 4.00 LONGEST FLOWPATH FROM NODE 320.00 TO NODE 360.00 = 670.00 FEET. I .................................WARNING.................................. I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASEO ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS OEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ....**.................................................................... III .. PEAK FLOW RATE TABLE ** STREAM RUNOFF Te INTENSITY I NUMBER (CFS) (MIN.) (INCH/HOUR) 1 7.18 8.93 2.537 2 7.23 11.38 2.220 I COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.18 Te(MIN.) = TOTAL AREA(ACRES) = 5.81 Ill......................................................*.*****.........*****. B.93 FLOW PROCESS FROM NODE 360.00 TO NODE 300.00 IS CODE = 31 1_--------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON~PRESSURE FlOW)<<<<< 1============================================================================ ELEVATION OATA: UPSTREAM(FEET) = 1080_39 DOWNSTREAM(FEET) = 1076.08 FLOW LENGTH(FEET) = 80.14 MANNING'S N = 0.013 ESTIMATEO PIPE DIAMETER(INCH) INCREASEO TO 18.000 ~ I I I OEPTH OF FLOW IN 18.0 INCH PIPE PIPE.FLOW VELOCITYCFEET/SEC.) = ESTIMATED PIPE DIAHETERCINCH) = PIPE-FLOWCCFS) = 7.18 PIPE TRAVEL TIMECMIN.) = 0.12 TcCMIN.) = 9.04 LONGEST FLOWPATH FROM NODE 370.00 TO NODE 300.00 = 850.14 FEET. II ............................................................................ IS 6.9 INCHES 11.54 18.00 NUMBER OF PIPES = FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 11 II --:::::~~~;~~~~~~.~~~~;~-~~~~-~-;-~;~~-~~~-~;~:~~;~~.~~~~;~~~~~~---------- ============================================================================ I *. MAIN STREAM CONFLUENCE DATA .. STREAM RUNOFF Tc INTENSITY NUMBER CCFS) (MIN.) CINCH/HOUR) I 7.18 9.04 2.519 LONGEST FLOWPATH FROM NODE 370.00 TO NODE AREA CACRE) 5.81 300.00 = 850.14 FEET. I II ** MEMORY STREAM NUMBER I LONGEST BANK # CONFLUENCE OATA .. RUNOFF Tc INTENSITY CCFS) CMIN.) (INCH/HOUR) 13.42 8.44 2.616 FLOWPATH FROM NOOE 125.00 TO NOOE AREA CACRE) 7.49 300.00 = 1110.00 FEET. I ..****.****..**.......*********..WARNI NG.*******....***.*******.****...*** I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASEO ON THE RCFC&WCO FORMULA OF PLATE 0-1 AS OEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. I .*****...*******************..***********.*...**...*****************..**** I .. PEAl( FLOW RATE TABLE -- STREAM RUNOFF Tc INTENSITY NUMBER CCFS) (MIN. ) (I NCH/HOUR) I 20.12 8.44 2.616 2 20.10 9.04 2.519 II COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 20.12 TcCMIN.) = TOTAL AREACACRES) = 13.30 III ............................................................................ 8.44 FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 12 III ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ I ***.******..**...***.....********....*......**********....***********....... FLOW PROCESS FROM NODE 300.00 TO NODE 380.00 IS CODE = 31 .--..----------------------........------------.---------------------------. I >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ I ELEVATION DATA: UPSTREAMCFEET) = 1075.82 DOWNSTREAMCFEET) = 1073.27 FLOW LENGTHCFEET) = 166.63 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.6 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 9.29 ESTIMATEO PIPE DIAMETERCINCH) = 24.00 NUM8ER OF PIPES = PIPE-FLOWCCFS) = 20.12 PIPE TRAVEL TIMECMIN.) = 0.30 TcCMIN.) = 8.74 ?;;~ III I I LONGEST FLOWPATH FROM NOOE 125.00 TO NODE 380.00 = 1276.63 FEET. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 ENO OF STUDY SUMMARY: TOTAL AREA(ACRESl = PEAK FLOW RATE(CFS) = 13.30 TC(MIN.) = 20.12 8.74 I:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::: ENO OF RATIONAL METHOO ANALYSIS 11 I I 1 1 I I 1 I 1 I I I I 1 I ~ I ******************.**.**************....***********.........****........**.. II RATIONAL METHOD HYOROLOGY COMPUTER PROGRAM 8ASEO ON RIVERSIOE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 1.5A Release Oate: 01/01/98 License 10 1264 I Analysis prepared by: I Robert Bein, ~illiam Frost & Associates 14725 ALton Parkway Irvine, California 92618 I ***.....**********........ DESCRIPTION OF STUDY I. Paloma de Sol IN 15-100006 . 100-YEAR STORM EVENT * June 1999 ***********.***********... . . . 100 - yep." eVM\+ II .......................................................................... FILE NAME: PDS10.0AT TIME/OATE OF STUDY: 14:43 7/26/1999 II --~~~~-~;~~;;;~~-~~~~~~~~~.~~~-~~~~~~~;~-~~~~-;~;~~~;;~~;....._----------- II USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIEO MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIEO PERCENT OF GRADIENTS(OECIMAl) TO USE FOR FRICTION SLOPE = 0.90 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480 100-YEAR STORM 6D-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-OURATION CURVE = 0.5505732 SLOPE OF 100-YEAR INTENSITY-OURATION CURVE = 0.5495536 COMPUTEO RAINFAll INTENSITY OATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.3000 SLOPE OF INTENSITY DURATION CURVE = 0.5496 RCFC&WCll HYOROlDGY MANUAL "C"-VALUES USEO FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCDROING TO RCFC&WCO HYDROLOGY MANUAL ANO IGNORE OTHER CONFLUENCE COMBINATIONS FOR OOWNSTREAM ANALYSES .USER-DEFINED STREET-SECTIONS FOR COUPLED PIPE FLOW AND STREET FLOW MODEL. HAlF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFAll IN. / OUT-/PARK- HEIGHT WIOTH LIP HIKE FACTOR (FT) (FT) SlOE / SIOE/ WAY (FT) (FT) (FT) (FT) (n) I II II I IND. --------- --------- :==:=:::::===:=== ----- ------ ----- ------- ----- ------ ----- ------- I 30.0 20.0 0.018/0.018/0.020 0.67 2.000.031250.16700.01500 II Gl08Al STREET FlOW-OEPTH CONSTRAINTS: 1. Relative Flow-Oepth = 0.00 FEET 8S (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constra;nt = 6.0 (FT*FT/S) 'SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRI8UTARY PIPE.. II **************************************************************************** I ..~~~.~~~~~~-~~~.~~~....~~~:~~-~~.~~~.._-~~~:~~-~~-~~~.:._~~--_....... >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ '?'\ I I I ASSUMEO INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 1152.00 OOWNSTREAM ELEVATION = 1124.00 ELEVATION OIFFERENCE = 2B.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = USER-SPECIFIEO RUNOFF COEFFICIENT = .B232 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 5.093 lIT - I I O.BO 0.19 TOTAL RUNOFF(CFS) = O.BO ****************************************..**..*.*.*****************...****** I FLOW PROCESS FROM NODE 110.00 TO NOOE 120.00 IS COOE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<>>>>(STANDARO CURB SECTION USEO)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 1124.00 OOWNSTREAM ELEVATION(FEET) = 1100.47 I STREET LENGTH(FEET) = B30.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(FEET) = 20.00 I DISTANCE FROM CROWN TO CROSS FALL GRAOEBREAK(FEET) = 15.DO INSIDE STREET CROSSFALL(DECIMAL) = 0.02D OUTSIOE STREET CROSSFALL(OECIMAL) = O.OBO I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(OECIMAL) = 0.020 I **TRAVEL TIME COMPUTEO USING ESTIMATED FLOW(CFS) = STREETFLOW MOOEL RESULTS USING ESTIMATEO FLOW: STREET FLOW OEPTH(FEET) = 0.49 HALFSTREET FLOOO WIOTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = PROOUCT OF OEPTH&VELOCITY(FT*FT/SEC.) STREET FLOW TRAVEL TIME(MIN.) = 2.70 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = USER-SPECIFIEO RUNOFF COEFFICIENT = .B069 SOIL CLASSIFICATION IS nell SUBAREA AREA(ACRES) = 3.B5 TOTAL AREA(ACRES) = 4.04 7.02 ~ I 7.55 5.12 = 2.50 Te(MIN.) = 4.D17 7.70 I I SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 12.4B 13.28 I END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.59 HALFSTREET FLOOO WIOTH(FEET) = 17.22 FLOW VELOCITY(FEET/SEC.) = 5.07 OEPTH*VELOCITY(FT*FT/SEC.) = 2.99 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 830.0 FT WITH ELEVATION-OROP = 23.5 FT, IS 9.7 CfS, WHICH EXCEEOS THE TOP-Of-CURB STREET CAPACITY AT NOOE 120.00 LONGEST FLOWPATH fROM NOOE 100.00 TO NOOE 120.00 = 960.00 fEET. I I ************...*****************.**************************.**************** fLOW PROCESS fROM NOOE 120.00 TO NOOE 120.00 IS CODE = 10 ---------------------------------------------------------------------------- III ==:::::::~:::::~::=:~:~::=~~:~~~=~::~=:~:~::=:::~=:=:=:::::================= **************************************************************************** I fLOW PROCESS fROM NODE 125.00 TO NOOE 120.00 IS COOE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ,?'b I 111 ...........................................................................= I ASSUMEO INITIAL SUBAREA UNIFORM TC . K'[(LENGTH"3)/(ELEVATION CHANGE)]".2 INITIAL SUBAREA FL~-LENGTH' 1000.00 UPSTREAM ELEVATION' 1140.00 O~NSTREAM ELEVATION' 1100.47 ELEVATION OIFFERENCE . 39.53 100 YEAR RAINFALL INTENSITY(INCH/HOUR) . USER-SPECIFIEO RUNOFF COEFFICIENT = .7881 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) . 16.55 I 3.167 I 16.55 6.63 TOTAL RUNOFF(CFS) . 1 ***********~****~************************..********************************* FL~ PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 11 I >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ 1 .. MAIN STREAM NUMBER 1 LONGEST 1000.00 FEET. STREAM CONFLUENCE OATA .. RUNOFF Te INTENSITY (CFS) ~M (INCH/HOUR) 16.55 11.87 3.167 FLOWPATH FR E 125.00 TO NODE AREA (ACRE) 6.63 120.00 = 1 1 ** MEMORY BANK # CONFLUENCE DATA -- STREAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.28 7.70 4.017 4.04 LONGEST FLOWPATH FROM NOOE 100.00 TO NODE 120.00 . 960.00 FEET. II .................................WARNING.................................. 1 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASEO ON THE RCFC&WCO FORMULA OF PLATE 0.1 AS OEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FL~. ****************.************...****************************************** 1 ** PEAK FLOW RATE TABLE -- STREAM RUNOFF Te NUMBER (CFS) (MIN.) 1 24.01 7.70 2 27.01 11.87 INTENSITY (INCH/HOUR) 4.017 3.167 1 1 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLL~S: PEAK FL~ RATE(CFS) . 27.01 Te(MIN.) = 11.87 TOTAL AREA(ACRES) . 10.67 1******************************.********************....*****************.... FL~ PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE. 12 I >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ 1***........*******......***...**.******************************************* FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE. 61 ..-----------..-....---.-------------------------.........-..------.....---- >>>>>CCMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< 1Il==:::::~::::~::~.~~::=:~~::~:=~:~~~:::::=====.=.==.=.......==.=====.....==== UPSTREAM ELEVATION(FEET) . 1100.47 DOWNSTREAM ELEVATION(FEET) . 1090.00 I SA - ?~ I STREET LENGTH(FEET) = 110.00 STREET HALFWIOTH(FEET) = 20.00 CURB HEIGHT(INCHES) = 6.0 III OISTANCE FROM CROWN TO CROSS FALL GRAOEBREAKCFEET) = 15.00 INSIOE STREET CROSSFALL(OEClMAL) = 0.020 OUTSIOE STREET CROSSFALL(OECIMAL) = 0.080 1 SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALLCOECIMAL) = 0.020 1 **TRAVEL TIME COMPUTEO USING ESTIMATEO FLOWCCFS) = STREETFLOW MOOEL RESULTS USING ESTIMATEO FLOW: STREET FLOW OEPTH(FEET) = 0.61 HALFSTREET FLOOO WIDTH(FEET) = AVERAGE FLOW VELOCITYCFEET/SEC.) PRODUCT OF OEPTH&VELOCITY(FT*FT/SEC.) STREET FLOW TRAVEL TIME(MIN.) = 0.20 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = USER. SPECIFIED RUNOFF COEFFICIENT = .8888 SOil CLASSIFICATION IS "0" SUBAREA AREA(ACRES) = 0.12 TOTAL AREA(ACRES) = 10.79 27.18 1 18.86 9.32 = 5.66 TeCMIN.) = 3.138 12.07 I 1 SUBAREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 0.33 27.35 1 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHCFEET) = 0.61 HALFSTREET FLOOO WIOTHCFEET) = 18.98 FLOW VELOCITYCFEET/SEC.) = 9.31 OEPTH*VELOCITY(FT*FT/SEC.) = 5.66 LONGEST FLOWPATH FROM NODE 125.00 TO NOOE 130.00 = 1110.00 FEET. 1 .................********.******...................********.........******.. III --~::,:~~~;~~~.;;;;:;~~-;~~~~~:~;~~~;:~=;~;~~~~~~~::~.~~=_:_-~~-_.......- >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I==;~;::;;~:=~:;:~=::;;:;::;;;;;~=:==~~:~~~~==~~:;;:;::;;;;;~=:==~~::~~~==== FLOW LENGTHCFEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.93 ESTlMATEO PIPE DIAMETERCINCH) = 24.00 PIPE-FLOW(CFS) = 27.35 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NooE III NUMBER OF PIPES = III 0.08 Te(MIN.) = 12.15 125.00 TO NooE 140.00 = 1160.00 FEET. 1.....***.........**************..................******************.*....*** FLOW PROCESS FROM NODE 140.00 TO NOOE 140.00 IS COOE = 10 II==:::::::~::::::::=:::~::=~~:~:~=~::~=:::~::=:::~=:=:=:::::================= .*...*..*******.....***.....********.........***************....*.*.******** 1 FLOW PROCESS FROM NOOE 150.00 TO NOOE 160.00 IS COOE = 21 -----........----...-----.----------.--...------...---------------------._-- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< III=========:;;~:;~=;:;;;:~=;~:::;:=::;;~::==================================== TC = K*C(LENGTH**3)/CELEVATION CHANGE)]**.2 INITIAL SU8AREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 1152.00 DOWNSTREAM ELEVATION = 1124.00 ELEVATION DIFFERENCE = 28.00 1 II ?;>f't - leA - 1>..0 I 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = USER-SPECIFIEO RUNOFF COEFFICIENT = .8232 SOIL CLASSIFICATION IS "8" SUBAREA RUNOFFCCFS) TOTAL AREA(ACRES) = 5.093 I 1.38 0.33 TOTAL RUNOFFCCFS) = 1.38 II ............................................................................ FLOW PROCESS FROM NDOE 160.00 TO NODE 170.00 IS CDOE = 61 II >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU 5UBAREA<<<<< >>>>>(STANDARD CURB SECTION USEO)<<<<< ============================================================================ II UPSTREAM ELEVATIONCFEET) = 1124.00 OOWNSTREAM ELEVATIONCFEET) = 1100.47 STREET LENGTH(FEET) = 830.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(FEET) = 20.00 I OISTANCE FROM CROWN TO CROSSFALL GRAOEBREAKCFEET) = 15.00 INSIOE STREET CROSSFALLCOECIMAL) = 0.020 OUTSIOE STREET CROSSFALLCOECIMAL) = 0.080 I SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(OECIMAL) = 0.020 II "TRAVEL TIME COMPUTEO USING ESTIMATEO FLOWCCFS) = STREET FLOW MDOEL RESULTS USING ESTIMATEO FLOW: STREET FLOW OEPTH(FEET) = 0.43 HALFSTREET FLOOO WIOTHCFEET) = AVERAGE FLOW VELOCITYCFEET/SEC.) = PRDOUCT OF DEPTH&VELOCITYCFT'FT/SEC.) = STREET FLOW TRAVEL TIME(MIN.) = 2.53 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = USER-SPECIFIEO RUNOFF COEFFICIENT = .8078 SOIL CLASSIFICATION IS "B" SUBAREA AREACACRES) 2.57 TOTAL AREACACRES) = 2.90 5.55 I 4.91 5.47 2.35 Te(MIN.) = 4.067 7.53 I I SU8AREA RUNOFFCCFS) = PEAK FLOW RATECCFS) = 8.44 9.83 I ENO OF SUBAREA STREET FLOW HYORAULICS: OEPTH(FEET) = 0.55 HALFSTREET FLOOO WIOTHCFEET) = 12.77 FLOW VELOCITY(FEET/SEC.) = 5.04 OEPTH'VELOCITYCFT'FT/SEC.) = 2.75 LONGEST FLOWPATH FROM NDOE 150.00 TO NDOE 170.00 = 960.00 FEET. III ............................................................................ FLOW PROCESS FROM NDOE 170.00 TO NDOE 140.00 IS CDOE = 31 I .....--------.------------------.------------------.-.---------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATEO PIPESIZE (NON-PRESSURE FLOW)<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ELEVATION OATA: UPSTREAM(FEET) = 1090.00 OOWNSTREAHCFEET) = 1089.00 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASEO TO 18.000 OEPTH OF FLOW IN 18.0 INCH PIPE IS 9.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.50 ESTlMATEO PIPE DIAMETERCINCH) = 18.00 PIPE-FLOW(CFS) = 9.83 PIPE TRAVEL TIME(MIN.) = 0.05 TeCMIN.) = LONGEST FLOWPATH FROM NDOE 150.00 TO NDOE NUMBER OF PIPES = I 7.58 140.00 = 990.00 FEET. I **************************....******........................................ FLOW PROCESS FROM NODE 140.00 TO NDOE 140.00 IS CDOE = 11 ......--...........---......-...................-----......----.-..---.----- I 1ft- A\ I >>>>>CONFLUENCE MEMORY BANK # 1 ~lTH THE MAIN-STREAM MEMORY<<<<< ============================================================================ I I ** MAIN STREAM CONFLUENCE DATA .. STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.83 7.58 4.053 LONGEST FLOWPATH FROM NODE 150.00 TO NODE AREA (ACRE) 2.90 140.00 = 990.00 FEET. I ** MEMORY BANK # CONFLUENCE DATA .. STREAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 27,35 12.15 3.127 10.79 LONGEST FLOWPATH FROM NODE 125.00 TO NODE 140.00 = 1160.00 FEET. I I *********************************WARNING**********************....******** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASEO ON THE RCFC&WCO FORMULA OF PLATE 0-1 AS OEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. I *************.*************....******************************************* ** PEAK FLOW RATE TABLE ** I STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN. ) (I NCH/HOUR) 1 26.89 7.58 4.053 2 34.93 12.15 3.127 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 34.93 Te(MIN.) = 12.15 I TOTAL AREA(ACRES) = 13.69 ************************************************************************..** I--~:~-~~~:~~~.~~~.~~~-_..~~~:~~-~~-~~~---_:~~:~~-~~.:~~.~..:~....__._-- >>>>>CLEAR MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- III............................................................................ FLOW PROCESS FROM NODE 140.00 TO NODE 180.00 IS CODE = 31 III >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATEO PIPESIZE (NON.PRESSURE FLOW)<<<<< ============================================================================ I ELEVATION DATA: UPSTREAM(FEET) = 1089.00 OOWNSTREAMCFEET) = 1088.50 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 OEPTH OF FLOW IN 27.0 INCH PIPE IS 17.5 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 12.83 ESTIMATEO PIPE OIAMETER(INCH) = 27.00 PIPE-FLOW(CFS) = 34.93 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE NUMBER OF PIPES = III I 0.03 Te(MIN.) = 12.17 125.00 TO NODE 1BO.DD = 1180.00 FEET. -*************************************************************************** III FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 10 ---.........----...................-...------.----------.......-------.----- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ------------------=--------------------------------------------------------- III::::::::::::::::::.::::::::::::::::::::::::::::::::::::::::::::::::::::::::: FLOW PROCESS FROM NODE 150.00 TO NODE 190.00 IS CODE = 21 A:l- III III ---------------------------------------------------------------------------- >>>>>RATJONAL METHOD INITIAL SUBAREA ANALYSlS<<<<< I ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 160.00 UPSTREAM ELEVATION = 1136.00 OOWNSTREAM ELEVATION = 1119.00 ELEVATION OIFFERENCE = 17.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = USER-SPECIFIEO RUNOFF COEFFICIENT = .8232 SOIL CLASSIFICATION IS "BII SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 2.10 I 5.093 I 2.10 0.50 TOTAL RUNoFF(CFS) = *************..*.*************..******************.***********.***..******** I ------------.-.------------------------------------------------------------- FLOW PROCESS FROM NODE 190.00 TO NODE 200.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< I ============================================================================ I UPSTREAM ELEVATIoN(FEET) = 1119.00 OOWNSTREAM ELEVATIoN(FEET) = 1089.00 STREET LENGTH(FEET) = 1450.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(FEET) = 20.00 I OISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 15.00 INSIOE STREET CROSSFALL(OEClMAL) = 0.020 OUTSIDE STREET CROSSFALL(oEClMAL) = 0.080 SPECIFIEO NUMBER OF HALFSTREETS CARRYING RUNOFF = II STREET PARKWAY CROSSFALL(OECIMAL) = 0.020 I ""TRAVEL TIME COMPUTEO USING ESTIMATEO FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATEO FLOW: STREET FLOW oEPTH(FEET) = 0.56 HALFSTREET FLOOD WIOTH(FEET) = 14.29 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.31 PRODUCT OF OEPTH&VELOCITY(FT*FT/SEC.) = STREET FLOW TRAVEL TIME(MIN.) = 5.61 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = USER-SPECIFIEO RUNOFF COEFFICIENT = .7932 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 5.36 TOTAL AREA(ACRES) = 5.86 14.32 16.42 9.29 I 2.42 Tc(MIN.) = 3.368 10.61 I I SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = I ENO OF SUBAREA STREET FLOW HYORAULICS: OEPTH(FEET) = 0.64 HALFSTREET FLOOD WIOTH(FEET) = 22.61 FLOW VELOCITY(FEET/SEC.) = 4.45 oEPTH"VELOCITY(FT*FT/SEC.) = 2.86 "NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, ANO L = 1450.0 FT WITH ELEVATION-OROP = 30.0 FT, IS 11.3 CFS, WHICH EXCEEOS THE TOP-OF-CURB STREET CAPACITY AT NODE 200.00 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 200.00 = 1610.00 FEET. II ******.**********************....***************.......********...**.******* II FLOW PROCESS FROM NODE 200.00 TO NODE 180.00 IS CODE = 31 --------...----------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< III ==:::::~:~:~=~~:~~~::~:~~::~~~=:~:::~~~=~:~::::::~:~=:~~~:::::=========== ELEVATION OATA: UPSTREAMCFEET) = 1089.00 OOWNSTREAM(FEET) = 188.50 I 7^ - -e.A - A? I FLOW LENGTH(FEET) = 50.00 HANNING'S N = 0.013 ESTIMATEO PIPE OIAMETER(INCH) INCREASED TD 18.000 I OEPTH OF FLOW IN 18.0 INCH PIPE IS 2.4 INCHES PIPE-FLOW VELDCITY(FEET/SEC.) = 115.68 ESTIMATED PIPE OIAMETER(INCH) = 18.00 PIPE-FLOW(CFS) = 16.42 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE NUMBER OF PIPES = 1 0.01 Te(MIN.) = 10.62 150.00 TO NODE 180.00 = 1660.00 FEET. 1**********************..******................*****...******.****..........* FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 11 1 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN.STREAM MEMORY<<<<< ============================================================================ I .* MAIN STREAM NUMBER 1 LONGEST STREAM CONFLUENCE DATA -- RUNOFF Te INTENSITY (CFS) (MIN.) (INCH/HOUR) 16.42 10.62 3.367 FLOWPATH FROM NODE 150.00 TO NODE AREA (ACRE) 5.86 180.00 = 1660.00 FEET. I .. MEMORY BANK # CONFLUENCE OATA .. STREAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 34.93 12.17 3.124 13.69 LONGEST FLOWPATH FROM NODE 125.00 TO NODE 180.00 = llBO.OO FEET. 1 ..*********************...**...**WARNI NG*********.........*****...**...... IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASEO I ON THE RCFC&WCO FORMULA OF PLATE 0-1 AS OEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **********.************.***.*****...........***.****..****************..** 1 1 *. PEAK FLOW RATE TABLE ** S7REAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 46.89 10.62 3.367 2 50.16 12.17 3.124 I 1 COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 50.16 Te(MIN.) = TOTAL AREA(ACRES) = 19.55 12.17 1**.******.************....************.......**.....*******...************** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 12 1 >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** I FLOW PROCESS FROM NOOE 180.00 TO NOOE 210.00 IS COOE = 31 .~-~~--------------------._.-................_.......---------_.._-----~---- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FlOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 188.50 DOWHSTREAM(FEET) = 180.00 I FLOW LENGTH(FEET) = 210.00 MANNING'S N = 0.013 OEPTH OF FLOW IN 27.0 INCH PIPE IS 19.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.68 ESTIMATED PIPE OIAMETER(INCH) = 27.00 NUMBER OF PIPES = ~ I I PIPE-FLOII(CFS) = 50.16 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = LONGEST FLOIIPATH FROM NODE 150.00 TO NODE 12.38 210.00 = 1870.00 FEET. I ..************....********************************************************** I.-~~~.~~~=:~~.~~~-~~:_.._~~~:~~-~~.~~:....~~~:~~.~~-=~:-:-.~~....-..-.. >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- II............................................................................ FLOII PROCESS FROM NODE 220.00 TO NODE 230.00 IS CODE = 21 --------------------------------.-..._--------------------._---------------- 1 >>>>>RATIONAL METHOD INITIAL SUBAREA ANAlYSIS<<<<< ============================================================================ ASSUMEO INITIAL SUBAREA UNIFORM TC = K'[(LENGTH"3)/(ELEVATION CHANGE)]".2 INITIAL SUBAREA FLOII-LENGTH = 250.00 UPSTREAM ELEVATION = 1136.00 I DOlIN STREAM ELEVATION = 1119.00 ELEVATION DIFFERENCE = 17.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.559 USER.SPECIFIEO RUNOFF COEFFICIENT = .8159 1 SOlL CLASSIFICATION IS 118" SUBAREA RUNOFF(CFS) = 1.93 TOTAL AREA(ACRES) = 0.52 TOTAL RUNOFF(CFS) = 1.93 1**************************************************************************** --~ FLOII PROCESS FROM NODE 230.00 TO NODE (24~~00jS CODE = 61 II.-:::::~~~~~~.;~~~~;-;~~.~~~~~~.~;~~.~~~~.;~~~~~~::::< -..--------..... >>>>>CSTANDARD CURB SECTION USED)<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION(FEET) = 1119.00 OOllNSTREAM ELEVATION(FEET) STREET LENGTH(FEET) = 1630.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(FEET) = 20.00 = 1088.00 II DISTANCE FROM CROWN TO CROSS FALL GRAOEBREAK(FEET) INSIOE STREET CROSSFALL(OECIMAL) = 0.020 II OUTSIOE STREET CROSSFALL(OECIMAL) = 0.080 = 15.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(OECIMAL) = 0.020 1 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0.56 HALFSTREET FLOOD WIOTH(FEET) = 14.18 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.13 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 2.31 I STREET FLOW TRAVEL TIME(MIN.) = 6.58 Tc(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.053 USER.SPECIFIEO RUNOFF COEFFICIENT = .7850 SOIL CLASSIFICATION IS IIBII SUBAREA AREA(ACRES) = 5.75 TOTAL AREA(ACRES) = 6.27 8.84 I 12.69 I SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 13.78 15.71 I ENO OF SUBAREA STREET FLOW HYDRAULICS: . DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 22.61 FLOW VELOCITY(FEET/SEC.) = 4.26 DEPTH'VELOCITY(FT'FT/SEC.) = 2.74 II qA wltY JJ{)1 TO loA 2JlJ) I <,. 0-...) TH e3 f(.09 oTl1S7~ SIP5 ()F- n+t7 6T12-~ 11+10 ~ ~<1>-- 23.<l 'Fl.D~'S. ~ ThE INI-er ce-24C> ~-5 I -NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, ANO L = 1630.0 FT WITH ELEVATION-OROP = 31.0 FT, IS 11.6 CFS, WHICH EXCEEOS THE TOP-OF'CURB STREET CAPACITY AT NODE 240.00 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 240.00 = 1880.00 FEET. I ******************************.*************************..****************** I FLOW PROCESS FROM NODE 240.00 TO NODE 210.00 IS CODE = 31 ---------------------.--..-..-.............._-------------.........._------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FlOW)<<<<< . ============================================================================ ELEVATION OATA: UPSTREAMCFEET) = 1081.00 OOWNSTREAMCFEET) = 1080.00 FLOW LENGTHCFEET) = 20.00 MANNING'S N = 0.013 OEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES PIPE-FLOW VELOCITYCFEET/SEC.) = 13.66 ESTIMATEO PIPE OIAMETERCINCH) = 18.00 PIPE-FLOWCCFS) = 15.71 PIPE TRAVEL TIMECMIN.) = LONGEST FLOWPATH FROM NODE I I NUMBER OF PIPES = 0.02 TeCMIN.) = 12.72 220.00 TO NODE 210.00 = 1900.00 FEET. II *.****************....***.....***************....****.********************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 11 II~~:::::~~::~~::~:~:::~::~~~:~~:~:~~~::~:::~:~~::::::::~:::~:::::::~~~~~~~~~~ I ** MAIN STREAM CONFLUENCE DATA -- STREAM RUNOFF Te INTENSITY AREA NUMBER CCFS) CMIN.) CINCH/HOUR) CACRE) I 1 15.71 12.72 3.049 6.27 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 210.00 1900.00 FEET. I ** MEMORY BANK # CONFLUENCE DATA -- STREAM RUNOFF Te INTENSITY AREA NUMBER CCFS) CMIN.) CINCH/HOUR) CACRE) 1 50.16 12.38 3.095 19.55 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 210.00 = 1870.00 FEET. II *************...*************....WARNING********************************** I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASEO ON THE RCFC&WCO FORMULA OF PLATE 0-1 AS OEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I ** PEAK STREAM NUMBER 1 2 FLOW RATE TABLE ** RUNOFF Te CCFS) CMIN.) 65.46 12.38 65.14 12.72 INTENSITY CINCH/HOUR) 3.095 3.049 I I COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 65.46 TeCMIN.) = 12.38 TOTAL AREACACRES) = 25.82 II **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 12 -----.-...-.--..-....--------.--------..--.-.-....------------------.._----- II >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ I * II ***************************........**..*******.***************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 10 I -.--------------------------.--.-------------------------------------------- >>>>>MAIN.STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ************.**************************.***......*************************** FLOW PROCESS FROM NODE 130.00 TO NODE 250.00 IS CODE = 21 I >>>>>RATIONAl METHOD INITIAL SUBAREA ANAlYSIS<<<<< , ::========================================================================== ASSUMEO INITIAL SUBAREA UNIFORM TC = K"[(LENGTH**3)/(ELEVATION CHANGE)]"".2 INITIAL SUBAREA FLOW-LENGTH = 200.00 UPSTREAM ELEVATION = 1089.00 OOWNSTREAM ELEVATION = 1080.00 ELEVATION DIFFERENCE = 9.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.575 USER-SPECIFIEO RUNOFF COEFFICIENT = .8162 SOIL CLASSIFICATION IS IIB" SUBAREA RUNOFF(CFS) = TOTAL AREACACRES) = II I I 2.20 0.59 TOTAL RUNOFF(CFS) = 2.20 I *****************.********************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 210.00 IS CODE = 31 I >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESI2E CNON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ELEVATION DATA: UPSTREAMCFEET) = 1081.00 OOWNSTREAMCFEET) = 1080.00 FLOW LENGTHCFEET) = 30.00 MANNING'S N = 0.013 ESTIMATEO PIPE DIAMETERCINCH) INCREASEO TO 18.000 OEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.95 ESTlMATEO PIPE OIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOWCCFS) = 2.20 PIPE TRAVEL TlME(MIN.) = 0.07 Te(MlN.) = 6.15 LONGEST FLOWPATH FROM NODE 130.00 TO NODE 210.00 = 230.00 FEET. I I **************************************************************************** I FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 11 ___aa__________________a______________________________a_____________________ >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< II ============================================================================ ** MAIN STREAM CONFLUENCE OATA "" I STREAM RUNOFF Te I NTENS!TY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 2.20 6.15 4.546 0.59 LONGEST FLOWPATH FROM NODE 130.00 TO NODE 210.00 = 230.00 FEET. I ** MEMORY BANK # CONFLUENCE DATA ** STREAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 65.46 12.38 3.095 25.82 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 210.00 = 1900.00 FEET. I I *******.***......****************WARNI NG********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASEO ON THE RCFC&WCO FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA I IIA - ,,1 I WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ********************.....******.......................******.***.......... I .* PEAK FLOW RATE TABLE .- STREAM RUNOFF Tc INTENSITY I NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 34.71 6.15 4.546 2 66.96 12.38 3.095 I COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 66.96 Tc(MIN.) = 12.38 TOTAL AREA(ACRES) = 26.41 Il................~~......~................................................... FLOW PROCESS FROM NOOE 210.00 TO NOOE 210.00 IS COOE = 12 I >>>>>ClEAR MEMORY BANK # 1 <<<<< ============================================================================ 1**.............***.*****...*******...........**.**..***.***.........**.***.. FLOW PROCESS FROM NOOE 210.00 TO NOOE 260.00 IS COOE = 31 ---------------------------------------------------------------------------. >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<>>>>USING COMPUTER-ESTIMATED PIPESrZE (NON-PRESSURE FLOW)<<<<< 1::======:=============:==========:==:===:=================================== ELEVATION OATA: UPSTREAM(FEET) = 1080.00 OOWNSTREAM(FEET) = 1077.00 FLOW LENGTH(FEET) = 220.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.l 11.84 ESTlMATEO PIPE OIAMETER(INCHl = 36.00 PIPE'FLOW(CFSl = 66.96 PIPE 7RAVEL TIHE(HIN.l = 0.31 Tc(HIN.l = 12.69 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 260.00 = 2120.00 FEET. 11I****************************************...***...****----------------.------ I I NUMBER OF PIPES = FLOW PROCESS FROM NOOE 260.00 TO NODE 260.00 IS CODE = 10 1-----.-...--------------.....-----------------.....--------------...-.....-- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1.**************...*****..******......**....**..*****-.....---------.--.-.... FLOW PROCESS FROM NOOE 270.00 TO NOOE 280.00 IS COOE = 21 I >>>>>RATIONAL METHOO INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMEO INITIAL SUBAREA UNIFORM I TC = K'[(LENGTH"3l/(ELEVATION CHANGElJ".2 INITIAL SU8AREA FLOW. LENGTH = 920.00 UPSTREAM ELEVATION = 1087.00 OOWNSTREAM ELEVATION = 1078.00 ELEVATION DIFFERENCE = 9.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.766 USER-SPECIFIED RUNOFF COEFFICIENT = .7764 SOIL CLASSIFICATION IS IIBII SUBAREA RUNOFF(CFSl = TOTAL AREA(ACRESl = I I OTAL RUNOFF(CFSl = 2.56 1************...********.. FLOW PROCESS FROM NODE .....----..-...---...----.......--...------------ 280.00 TO NOOE 280.00 IS CODE = 10 IU - I .____.____uuu_UUUU__nnu_nn.u____nnn . A,ft 5 ;P,kPJ5e ~Ff I{ IS ~ ,,~ I >>>>>MAIN-STREAM MEMORY COPIEO ONTO MEMORY BANK # 2 <<<<< -------- ==================================================~~====~=================== I ~~- *.....*..*............**..*~**~.*.~.***.*....****....**************... flOW PROCESS FROM NODE ~O TO NODE 280.00 IS CODE = 21 .....__._-----.--------------------------.---------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSlS<<<<< ============================================================================ I ASSUMEO INITIAL SUBAREA UNIFORM TC = K.[(LENGTH..3)/(ELEVATION CHANGE)]...2 INITIAL SUBAREA FLOW-LENGTH = 150.00 UPSTREAM ELEVATION = 88.81 OOWNSTREAM ELEVATION = 86.50 ELEVATION OIFFERENCE = 2.31 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = USER-SPECIFIEO RUNOFF COEFFICIENT = .8453 SOil CLASSIFICATION IS lIell SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 1.25 I 4.332 I 1.25 0.34 TOTAL RUNOFF(CFS) = II .........***..*.....*****..**...*********....***.***.**...........********.. FLOW PROCESS FROM NODE 280.00 TO NODE 280.00 IS CODE = 11 -------_._----------_.._-------..--.---------------------------------------- I >>>>>CONFlUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ I ** MAIN STREAM CONFLUENCE DATA .. STREAM RUNOFF Te INTENS I TY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) I 1 1.25 6.71 4.332 0.34 LONGEST FLOWPATH FROM NOOE 275.00 TO NODE 280.00 = 150.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** I STREAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.56 15.18 2.766 1.19 I LONGEST FLOWPATH FROM NODE 270.00 TO NOOE 280.00 = 920.00 FEET. *********************************WARNING********************************** I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASEO ON THE RCFC&WCO FORMULA OF PLATE 0-1 AS OEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I ** PEAK STREAM NUMBER 1 2 TABLE ** Te (MIN.) 6.71 15.18 FLOW RATE RUNOFF (CFS) 2.38 3.35 INTENSITY (I NCH/HOUR) 4.332 2.766 I I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.35 Te(MIN.) = TOTAL AREA(ACRES) = 1.53 15.18 III **************************************************************************** FLOW PROCESS FROM NODE 280.00 TO NODE 280.00 IS CODE = 12 II ~~:::::~~:::~:::~::~:::~~:~~~:::::~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ I 8- \.":> 2-IS u-J I-\-G'\ZJ- SI-\:OvV c:v1 -=I ,-;:::A$G b1 )"AII-P .........- ~ol..P v.1P I2.A. - /C 1>) ~ A,\ 11..*******************..**....*****..**..........**....***************..***** FLOW PROCESS FROM NOOE 280.00 TO NOOE 260.00 IS COOE = 31 ,--.---.--------------------------------------------------------------..----- >>>>>COMPUTE PIPE-FlO~ TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FlOW)<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ELEVATION OATA: UPSTREAM(FEET) = 1078.00 OOWNSTREAM(FEET) = 1077.00 FLOW LENGTN(FEET) = 40.00 MANNING'S N = 0.013 ESTIMATEO PIPE DIAMETER(INCH) INCREASEO TO 18.000 OEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.09 ESTlMATEO PIPE DIAMETER(INCH) = 18.00 PIPE-FLOWCCFS)= 3.35 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NOOE NUM8ER OF PIPES = I 0.09 TcCMIN.) = 15.28 270.00 TO NOOE 260.00 = 960.00 FEET. 1..**.*******.....******..****.....*****.*********.**..********.*.*.********* FLOW PROCESS FROM NODE 260.00 TO NODE 260.00 IS CODE = 11 I >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ I ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER CCFS) (MIN. ) (INCH/HOUR) CACRE) 1 3.35 15.28 2.757 1.53 I LONGEST FLOWPATH FROM NODE 270.00 TO NODE 260.00 960.00 FEET. ** MEMORY BANK #. CONFLUENCE DATA ** I STREAM RUNOFF Tc INTENSITY AREA NUM8ER (CFS) CMIN.) (INCH/HOUR) (ACRE) 1 66.96 12.69 3.053 26.41 LONGEST FLOWPATH FROM NOOE 220.00 TO NODE 260.00 = 2120.00 FEET. II *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS 8ASEO I ON THE RCFC&WCO FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUM8ER (CFS) (MIN. ) (INCH/HOUR) I 1 69.74 12.69 3.053 2 63.82 15.28 2.757 I COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATECCFS) = 69.74 Tc(MIN.) = 12.69 TOTAL AREAIACRES) = 27.94 1**************************************************************************** FLOW PROCESS FROM NODE 260.00 TO NODE 260.00 IS CODE = 12 I >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ ************....***********..*******.**********************.**************** I FLOW PROCESS FROM NODE 260.00 TO NODE 260.00 IS CODE = 13 -----............---.---.......-..-.-----.-.............---..------------... >>>>>CLEAR THE MAIN-STREAM MEMORY<<<<< 5C> I III ============================================================================ I *****************************************....******.....************...***** FLOW PROCESS FROM NOllE 295.00 TO NOllE 300.00 IS COllE = 21 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMEO INITIAL SUBAREA UNIFORM Te = K*[ClENGTH**3)fCELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 750.00 UPSTREAM ELEVATION = 1091.00 OOWNSTREAM ELEVATION = 1084.3B ELEVATION OIFFERENCE = 6.62 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 2.861 USER-SPECIFIEO RUNOFF COEFFICIENT = .7794 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFFCCFSl = 5.20 TOTAL AREACACRES) = 2.33 TOTAL RUNOFFCCFS) 5.20 I I I ............................................................................ FLOW PROCESS FROM NOllE 300.00 TO NOllE 300.00 IS COllE = 10 I >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- *****************************************************.********************** I FLOW PROCESS FROM NOllE 125.00 TO NODE 310.00 IS COllE = 21 .......-----------------.............--..------------........-..------------ >>>>>RATIONAl METHOD INITIAL SUBAREA ANAlYSIS<<<<< III =========:;;:::~=;:;;;:~=;::::::=::;;~::==================================== TC = K'[CLENGTH"3)f(ELEVATION CHANGE)]".2 . INITIAL SUBAREA FLOW-LENGTH = 240.00 UPSTREAM ELEVATION = 1150.00 OOWNSTREAM ELEVATION = 1107.22 ELEVATION OIFFERENCE = 42.7B 100 YEAR RAINFALL INTENSITYCINCH/HOUR) = 5.093 USER-SPECIFIEO RUNOFF COEFFICIENT = .B232 SOIL CLASSIFICATION IS IIBII SUBAREA RUNOFFCCFS) = TOTAL AREACACRES) = I I I 5.49 1.31 TOTAL RUNOFFCCFS) = 5.49 **************************************************************************** I FLOW PROCESS FROM NOOE 310.00 TO NOllE 300.00 IS COllE = 61 ------.......-..-------------.....-.........--------..-..........----------. >>>>>CCMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<>>>>(STANOARO CURB SECTION USED)<<<<< ============================================================================ UPSTREAM ELEVATIONCFEET) = 1107.29 OOWNSTREAM ELEVATIONCFEET) = 1084.3B STREET LENGTHCFEET) = B70.00 CURB HEIGHTCINCHES) = 6.0 STREET HALFWIOTHCFEET) = 20.00 I I DISTANCE FROM CROWN TO CROSS FALL GRAOEBREAKCFEET) = 15.00 INSIOE STREET CROSSFALLCOECIMAL) = 0.020 OUTSIOE STREET CROSSFALLCOECIMAL) = 0.020 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = "TRAVEL TIME COMPUTEO USING ESTlMATEO FLOWCCFS) = 11.60 STREET FLOW MODEL RESULTS USING ESTlMATEO FLOW: I 16 -- :-13 - 3'B 5\ I I STREET FLOW OEPTH(FEET) = 0.43 HALFSTREET FLOOD WIOTH(FEET) = 15.41 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.65 PRODUCT OF OEPTH&VELOCITY(FT*FT/SEC.) STREET FLOW TRAVEL TIME(MIN.) = 3.12 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = USER-SPECIFIEO RUNOFF COEFFICIENT = .8048 SOil CLASSIFICATION IS IIBII SUBAREA AREA(ACRES) = 3.85 TOTAL AREA(ACRES) = 5.16 2.02 Te(MIN.) = 3.903 8.12 I I SU8AREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 12.09 17.59 I END OF SUBAREA STREET FLOW HYDRAULICS: OEPTH(FEET) = 0.49 HALFSTREET FLOOD WIOTH(FEET) = 18.08 FLOW VELOCITY(FEET/SEC.) = 5.19 OEPTH*VELOCITY(FT*FT/SEC.) = 2.53 LONGEST FLOWPATH FROM NODE 125.00 TO NODE 300.00 = 1110.00 FEET. 1..*****...***.*******.....*******.................***.********.......******* FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 11 I >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ 1 ** MAIN STREAM CONFLUENCE DATA -- STREAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 17.59 8.12 3.903 5.16 1 LONGEST FLOWPATH FROM NODE 125.00 TO NODE 300.00 = 1110.00 FEET. I ** MEMORY BANK # CONFLUENCE DATA -- STREAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.20 14.28 2.861 2.33 LONGEST FLOWPATH FROM NODE 295.00 TO NODE 300.00 = 750.00 FEET. 1 .**.***.********.***....***.**...WARNING..**.******.**......************** I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASEO ON THE RCFC&WCO FORMULA OF PLATE 0-1 AS OEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. *****.......**.**********..**.*********........**....**********........**. I I ** PEAK FLOW RATE TABLE -- STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 20.54 8.12 3.903 2 18.09 14.28 2.861 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.54 Te(MIN.) = TOTAL AREA(ACRES) = 7.49 8.12 1********..****************..************************...*******........****** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 12 I >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ 1**************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 10 ----.------------....----..----------------.-........-.--------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ~z.- 1 11I============================================================================ 1******************************************..************.*.....************* FLOW PROCESS FROM NODE 320.00 TO NODE 330.00 IS CODE = 21 I==::::::::;;~::~:;:;;;:::;~:::::~~:;;~::::~:::::::::======================== TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 420.00 UPSTREAM ELEVATION = 1106.00 OOWNSTREAM ELEVATION = 1087.06 ELEVATION OIFFERENCE = 18.94 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.410 USER-SPECIFIED RUNOFF COEFFICIENT = .6273 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 1 I I 3.24 2.14 TOTAL RUNOFF(CFS) = 3.24 1*******.**********************...****************************************... FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 10 II==::::::::::::::::=:::~::=~~:::~=~::~=:::~::=:::~=:=~=:::::================= *******************.*.******************...****.****.*****************....** I FLOW PROCESS FROM NODE 350.00 TO NODE 330.00 IS CODE = 21 -----------------------_._-~_._--------------------------------------------- >>>>>RATJONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< II=========:;;~:~=;:;;;::=;~:::::=~:;;~::==================================== Te = K*[(LENGTH**3)/(ELEVATJON CHANGE)]*..2 INITIAL SUBAREA FLOW-LENGTH = 360.00 UPSTREAM ELEVATION = 1109.00 OOWNSTREAM ELEVATION = 1087.06 ELEVATION DIFFERENCE = 21.94 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.157 USER-SPECIFIEO RUNOFF COEFFICIENT = .8094 SOil CLASSIFICATION IS IIB" SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = I I II 5.62 1.67 TOTAL RUNOFF(CFS) = 5.62 *************************.......*********************************.........** 1 FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 11 ----.........-----------------.-------.......-...........-.-..-------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< 11I============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.62 7.24 4.157 LONGEST FLOWPATH FROM NOOE 350.00 TO NODE I AREA (ACRE) 1.67 330.00 = 360.00 FEET. I ** MEMORY BANK # 2 CONFLUENCE DATA ** RUNOFF Tc INTENSITY AREA (CFS) (MIN.) (INCH/HOUR) (ACRE) 3.24 19.52 2.410 2.14 FLDWPATH FROM NODE 320.00 TO NODE 330.00 = STREAM NUMBER 1 LONGEST I 420.00 FEET. III 45 56 - ':S~ I *******.*"**************.*.*****WARNING**************........e___........ I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASEO ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS OEFAULT VALUE. THIS FORMULA WilL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ....***........__...____.......______._...__...__................e___..... I *. PEAK FLOW RATE TABLE .. STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 6.82 7.24 4.157 2 6.49 19.52 2.410 I I COMPUTEO CONFLUENCE ESTIMATES ARE AS FOllOWS: PEAK FLOW RATE(CFS) = 6.82 Tc(MIN.) = TOTAL AREA(ACRES) = 3.81 7.24 1**********........*******..***.***************....**--*--_..............._-- FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 12 I >>>>>ClEAR MENORY BANK '# 2 <<<<< ============================================================================ ....e_._.._.e___..._._......._._...........____...____.*..__......._.___.... II _.~~~.~~~~~~~.~~~-~~~~....~~~:~~-~~-~~~--_.~~~:~~.~~.~~~_:_-~~....._---- >>>>>OQMPUTE STREET FLOW TRAVEL TIME THRU 5UBAREA<<<<>>>>(STANDARD CURB SECTION USED)<<<<< ============================================================================ UPSTREAM ElEVATION(FEET) = 1087.06 OOWNSTREAM ElEVATION(FEET) = 1084.86 I STREET lENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIOTH(FEET) = 20.00 I OISTANCE FROM CROWN TO CROSS FALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFAll(OECIMAl) = 0.020 OUTSIDE STREET CROSSFAll(DECIMAl) = 0.020 I SPECIFIEO NUMBER OF HAlFSTREETS CARRYING RUNOFF I *'TRAVEL TIME COMPUTED USING ESTIMATEO FlOW(CFS) = STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW OEPTH(FEET) = 0.44 HAlFSTREET FLOOD WIDTH(FEET) = 7.10 (p~ - I AVERAGE FL~ VElOCITYCFEET/SEC.) PROQUCT OF OEPTH&VElOCITY(FT*FT/SEC.) = STREET fLOW TRAVEL TIME(MIN.) = 1.52 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = USER-SPECIFIEO RUNOFF COEFFICIENT = .8016 SOIL CLASSIFICATION IS IIBII SUBAREA AREA(ACRES) = 0.19 TOTAL AREA(ACRES) = 4.00 15.70 2.75 1.21 Tc(MIN.) = 3.745 8.75 I SUBAREA RUNOFF(CFS) = PEAK FLOW RATE(CFS) = 0.57 7.39 I ENO OF SUBAREA STREET FLOW HYORAULICS: OEPTH(FEET) = 0.45 HALFSTREET FLOOD WIOTH(FEET) = 15.99 fLOW VElOCITY(FEET/SEC.) = 2.76 OEPTH*VElOCITY(FT*FT/SEC.) = 1.23 LONGEST fLOWPATH fROM NODE 320.00 TO NODE 360.00 = 670.00 FEET. I **********......********.****...***..************............*******...***** I FLOW PROCESS FROM NODE 360.00 TO NODE 360.00 IS CODE = lD .--------------------------------------.------------------------------------ >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ~~ I I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I FLOII PROCESS FRCfl NODE 360.00 IS CODE = 21 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMEO INITIAL SUBAREA UNIFORM TC = K'[(LENGTH"3)/(ELEVATION CHANGE)]".2 INITIAL SUBAREA FLOII-LENGTH = 770.00 UPSTREAM ELEVATION = 1107.18 OOWNS7REAM ELEVATION = 1084.86 ELEVATION DIFFERENCE = 22.32 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.242 USER-SPECIFIEO RUNOFF COEFFICIENT = .7901 SOIL CLASSIFICATION IS "8" SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = I I 4.64 1.81 TOTAL RUNOFF(CFS) = 4.64 78 ~ I ************..*********************************************************..*** FLOII PROCESS FRCfl NODE 360.00 TO NODE 360.00 IS CODE = 11 II ==:::::~~::~~::~:=:::~::=::::=:=~=~~::=:::=::~::::::::=:::~:::::::========== I ** MAIN STREAM NUMBER 1 LONGEST STREAM CONFLUENCE DATA " RUNOFF Te INTENSITY (CFS) (MIN.) (INCH/HOUR) 4.64 11.38 3.242 FLOIIPATH FROM NODE 370.00 TO NODE I ** MEMORY BANK # 2 CONFLUENCE DATA -- STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 7.39 8.75 3.745 LONGEST FLOI/PATH FRCfl NODE 320.00 TO NODE I I AREA (ACRE) 1.81 360.00 = 770.00 FEET. AREA (ACRE) 4.00 360.00 = 670.00 FEET. ........................*..*****.WARNING...............................*** I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASEO ON THE RCFC&WCO FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. *****..***.*.***...............*****************************.***.*...***** I .. PEAK FLOII RATE TABLE *. STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.95 8.75 3.745 2 11.03 11.38 3.242 I I CCMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.95 Te(MIN.) = TOTAL AREA(ACRES) = 5.81 8.75 I **************......*********************..*****..............*.....**.****. FLOW PROCESS FROM NODE 360.00 TO NODE 300.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< III ==:::::~:~:=~~:::::::~::::~=:~:::~~:=~:~::::::~::=:~~~:::::=========== ELEVATION OATA: UPSTREAM(FEET) = 1080.39 OOWNSTREAM(FEET) = 1076.08 I --- w~eR-f?" 'j 5>_-1:;16 ?~ SJlCfl/\! ct;/ Hjj/fCL/UJb1 (Ylll-f. sS I 1 FLOW LENGTH(FEET) = 80.14 MANNING'S N = 0.013 ESTlMATEO PIPE OIAMETER(INCH) INCREASEO TO 18.000 DEPTH DF FLOW IN 18.0 INCH PIPE IS 8.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.90 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 10.95 PIPE TRAVEL TIME(MIN.) = 0.10 Te(MIN.) = 8.B5 LONGEST FLOWPATH FROM NODE 370.00 TO NODE 300.00 = B50.14 FEET. I 1*****************....**************************************..*************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 11 III==:::::~~::~~::~:=:::~::=:::~=:=~=~~::=:::=::~::::::::=:::~:::::::========== ** MAIN STREAM CONFLUENCE DATA .. III STREAM RUNOFF Te INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 10.95 8.85 3.721 5.81 1 LONGEST FLOWPATH FROM NODE 370.00 TO NODE 300.00 = 850.14 FEET. *. MEMORY BANK # CONFLUENCE DATA -- STREAM RUNOFF Te INTENSITY AREA 1 NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 20.54 8.12 3.903 7.49 LONGEST FLOWPATH FROM NODE 125.00 TO NODE 300.00 = 1110.00 FEET. 1 ***..****************************WARNING*****************....************* III IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASED ON THE RCFC&WCO FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ***********************************************************************.*. III .. PEAK FLOW RATE TABLE .. STREAM RUNOFF Te INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) III 1 30.58 8.12 3.903 2 30.53 8.85 3.nl COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: 1 PEAK FLOW RATE(CFS) = 30.58 Te(MIN.) = 8.12 TOTAL AREA(ACRES) = 13.30 1**********************************************..**************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 12 ---.....---------...---------------...------------------.-.--------------.-. III==:::::~~:::=:::~::=:::~=:=~=:::::======================================;=== *******..***************..********************************.................. II.-~~~.~~~:~~~-~~~.~~~----~~~:~~-~~-~~~.._-~~~:~~-~~.:~~_:_-~~--_....._- >>>>>OOMPUTE PIPE. FLOW TRAVEL TIME THRU SUBAREA<<<<< III >>>>>USING COMPUTER-ESTIMATEO PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVA710N DATA: UPSTREAM(FEET) = 1075.82 OOWNSTREAM(FEET) = 1073.27 FLOW LENGTH(FEET) = 166.63 MANNING'S N = 0.013 1 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.24 ESTIMATEO PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 5(,0 III I PIPE-FLOWCCFS) = 30.58 PIPE TRAVEL TIMECMIN.) = 0.27 TeCMIN.) = 8.39 I LONGEST FLOWPATN FROM NODE 125.00 TO NODE 380.00 = 1276.63 FEET. ============================================================================ END OF STUOY SUMMARY: TOTAL AREACACRES) PEAK FLOW RATECCFS) = = 13.30 TCCMIN.) = 30.58 8.39 I ============================================================================ ============================================================================ I ENO OF RATIONAL METHOD ANALYSIS I I I I I I I I I I I I I I s~ I I I I I I I I I I I I I I I I I I I .1 PALOMA de SOL DEVELOPMENT APPENDIX B LACDPW RD4412 Computer Output Storm Drain Hydraulic Analysis 56 ~A COUNTY PUBLIC WORKS STORM ORAIN ANALYSIS (J NPUT) IIlROJECT: PALOMA OE SOL OEVELOPMENT, OESIGNER: AG FIN: PALOMA A.OA 10 L2 MAX Q ADJ Q LE:GTH FL 1 TRACT NO. 24183 LJIlR "fI" t IW- Yta( ~+n-1l1 e.Jc4 W S KJ KE FL 2 CTL/TW o REPT: PC/R04412.1 DATE: 07126199 PAGE 1 KM LC L1 L3 L4 A1 A3 A4 J N 18 2 12 2 12 1075.73 e- TAku, -+r4n1 e:l-l~ H6,l.- <nt Q-ltJO 38.3 80.00 1070.65 1073.27 0.00 30. O. 3 0.00 0.00 0.05 1 3 0 2 38.3 3 38.3 38.3 166.68 1073.27 1075.82 0.00 30. O. 3 0.00 0.20 0.15 0 4 0 4 15.5 15.5 56.921076.081080.16 0.00 24. O. 3 0.00 0.20 0.15 0 5 0 5 15.5 15.5 23.221080.161080.39 0.00 24. O. 1 0.00 0.20 0.15 0 0 0 I I I I I I I I I I I I I I CA.""f>"1~ ~t:M{ 0 O. O. O. 0.00 0.013 0 O. O. O. 0.00 0.013 0 O. O. O. 0.00 0.013 0 O. O. O. 0.00 0.013 50.. IIILA COUNTY PUBLIC WORKS STORM ORAIN ANALYSIS IIpROJECT: PALOMA DE SOL OEVELOPMENT, TRACT NO. 24183 OESIGNER: AG FIN: PALOMA_A.OA IILlNE Q 0 W ON OC FLOW SF-FULL V 1 V 2 NO (CFS) (IN)(IN) CFT) (FT) TYPE (FT/FT) (FPS) CFPS) II HYORAULIC GRAOE LINE CONTROL = 1075.73 FL 2 (FT) FL 1 (FT) HG 1 CALC HG 2 CALC 2 I 3 38.3 30 0.1.27 2.09 FULL 0.00872 7.8 7.8 1070.65 1073.271075.73 1076.47 o , (FT) 5.08 o 2 (FT) 3.20 38.3 30 0 1.62 2.09 SEAL 0.00872 7.8 8.7 1073.271075.82 1076.48 1077.91 3.21 2.09 X = 107.36 XCN) = 0.00 X(J) = 108.16 F(J) = 15.40 O(BJ) = 1.73 OCAJ) = 2.48 II 4 15.5 24 0 0.69 1.42 SEAL 0.00469 4.9 7.3 1076.081080.161080.041081.45 3.96 1.29 X = 22.90 XCN) 0.00 X(J) = 22.90 FCJ) = 6.86 OCBJ) = 0.79 O(AJ) = 2.42 II 5 15.5 24 0 1.22 1.42 PART 0.00469 7.3 6.5 1080.161080.391081.441081.81 I I I I I I I I I I I 'II 1.28 TW CALC 1.42 1082.60 REPT: OATE: PAGE PC/R04412.2 07/26/99 1 TW CK REMARKS 0.00 0.00 0.00 0.00 HYO JUMP 0.00 0.00 HYo JUMP 0.00 (,0 I I v 1, FL 1, 0 1 AND HG 1 REFER TO OOWNSTREAM ENO V 2, FL 2, 0 2 ANO HG 2 REFER TO UPSTREAM ENO X - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HG INTERSECTS SOFFIT IN SEAL CONOITION X(N) - DISTANCE IN FEET FROM DOWNSTREAM ENO TO POINT WHERE WATER SURFACE REACHES NORMAL OEPTH BY EITHER ORAWDOWN OR BACKWATER X(J) - OISTANCE IN FEET FROM OOWNSTREAM ENO TO POINT WHERE HYORAULIC JUMP OCCURS IN LINE F(J) THE COMPUTEO FORCE AT THE HYORAULIC JUMP O(BJ) - OEPTH OF WATER BEFORE THE HYORAULIC JUMP (UPSTREAM SlOE) O(AJ) - OEPTH OF WATER AFTER THE HYORAULIC JUMP (DOWNSTREAM SlOE) SEAL INOlCATES FLOW CHANGES FROM PART TO FULL OR FROM FULL TO PART HYO JUMP INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUBCRITICAL THROUGH A HYORAULIC JUMP HJ . UJT INDICATES THAT HYORAULIC JUMP OCCURS AT THE JUNCTION AT THE UPSTREAM ENO OF THE LINE HJ . OJT INOICATES THAT HYORAULIC JUMP OCCURS AT THE JUNCTION AT THE OOWNSTREAM ENO OF THE LINE I I I EOJ 7/26/1999 16: 2 I I I I I I I I I I I I I ~ I ~A COUNTY PUBLIC WORKS IIlROJECT: PALOMA OE SOL OEVELOPMENT TRACT NO. OESIGNER: AG F/N:PALOMA.OAT 1Il0 L2 MAX Q AOJ Q LENGTH FL 1 24183 FL 2 CTL/TW STORM ORAIH ANALYSIS (I NPUT) REPT: OATE: PAGE PC/R04412.1 06/17/99 1 UN "B" 10 -yw ~m ev-tt<:/- O. 3 0.00 0.00 0.05 5 48.8 0.00 36. O. 3 0.00 0.00 0.05 o W S KJ KE KM LC L1 L3 L4 Al J N O. 3 0.00 0.00 0.20 O. 3 0.00 0.00 0.19 O. 3 0.00 0.00 0.05 O. 0.00 0.20 0.12 0.00 0.20 0.00 O. 0.00 0.20 0.00 A3 A4 18 2 2 51.4 51.4 1081.36 6-- TaUVl ~ ~y.Jd~ HaL. 671 fA W\p<<~ w~. Q_IDO 16.00 1075.00 1077.20 0.00 36. O. 3 0.00 0.00 0.05 1 3 0 0 O. O. O. 0.00 0.013 12 3 51.4 51.4 44.00 1077.20 1077.77 0.00 36. 2 4 48.8 48.8 56.48 1077.77 1078.30 12 I: 12 48.8 165.741078.301080.12 0.00 36. 6 34.3 34.3 213.08 1080.23 1084.04 0.00 36. 7 23.6 23.6 15.741084.101084.25 1089.63 36. 8 11.2 11.2 49.96 1084.29 1085.29 1091.46 24. 2 9 12 10 .: :: 2.6 2.6 39.73 1078.65 1081.32 1086.80 18. O. 4.2 4.2 34.591081.45 1082.14 1088.38 18. 10.3 10.3 21.84 1081.42 1081.64 1088.36 18. 10.7 10.7 46.31 1084.61 1085.50 1090.03 24. 12 13 2 14 6.8 6.8 29.99 1085.52 1085.97 1089.84 24. 5.6 5.6 30.021085.54 1086.14 1090.80 24. 1 1 I I I . I I O. 0.00 0.20 0.00 O. 0.00 0.20 0.13 o. 0.00 0.20 0.00 o. 0.00 0.20 0.00 o 4 o 5 o 6 o 7 o 8 o o 4 o 6 o 6 o 7 o 8 o 8 o o o O. o. o. 0.00 0.013 9 o O. 45. O. 4.00 0.013 10 11 O. O. O. 4.50 0.013 12 o O. 45. o. 3.75 0.013 13 14 O. 45. 45. 6.42 0.013 o o O. O. O. 0.00 0.013 o o O. O. O. 0.00 0.013 o o O. O. O. 0.00 0.013 o o O. O. O. 0.00 0.013 o o o. o. O. 0.00 0.013 o o O. O. O. 0.00 0.013 o o O. O. O. 0.00 0.013 ~-z., IItA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 OATE: 06/17/99 PAGE 1 'ROJECT: PALOMA OE SOL OEVELOPMENT TRACT NO. 24183 DESIGNER: AG F/N:PALOMA.OAT lINE Q 0 W ON DC FLOI/ SF-FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 o 1 o 2 TW TW NO (CFS) (IN)(lN) (FT) (FT) TYPE (FT/FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK REMARKS I NYORAULIC GRAOE LINE CONTROL = 1081.36 2 51.4 36 0 0.93 2.33 FULL 0.00594 7.3 7.3 1075.00 1077.20 1081.36 1081.50 6.36 4.30 0.00 0.00 I 3 51.4 36 0 1.81 2.33 FULL 0.00594 7.3 7.3 1077.20 1077.77 1081.50 1081.80 4.30 4.03 0.00 0.00 4 48.8 36 0 1.95 2.27 FULL 0.00535 6.9 6.9 1077.77 1078.30 1081.96 1082.30 4.19 4.00 0.00 0.00 I 5 48.8 36 0 1.85 2.27 FULL 0.00535 6.9 6.9 1078.301080.121082.31 1083.34 4.01 3.22 0.00 0.00 I 6 34.3 36 0 1.29 1.90 SEAL 0.00264 4.9 7.3 1080.23 1084.04 1083.80 1085.94 3.57 1.90 0.00 0.00 HYD JUMP X = 37.66 X(N) = 0.00 X(J) = 54.04 F(J) = 14.01 O(BJ) = 1.31 D(AJ) = 2.70 1 7 23.6 36 0 1.25 1.56 PART 0.00125 3.6 3.8 1084.101084.25 1086.71 1086.70 2.61 2.45 0.00 0.00 8 11.2 24 0 0.82 1.20 SEAL 0.00245 3.6 3.9 1084.29 1085.29 1086.92 1087.00 2.63 1.71 1087.28 1091.46 X = 35.91 X(N) = 0.00 I 1 4 HYORAULIC GRAOE LINE CONTROL = 1081.88 9 2.6 18 0 0.31 0.61 SEAL 0.00061 1.5 3.8 1078.65 1081.32 1081.88 1081.93 3.23 0.61 1082.21 1086.80 HYO JUMP X = 25.97 X(N) = 0.00 X(J) = 34.39 F(J) = 0.61 O(BJ) = 0.41 D(AJ) = 0.87 I 16 HYORAULIC GRADE LINE CONTROL = 1083.57 1'0 4.2 18 0 0.55 0.78 SEAL 0.00160 2.4 2.4 1081.451082.141083.571083.63 X = 34.02 X(N) = 0.00 2.12 1.49 1083.73 1088.38 16 HYDRAULIC GRADE LINE CONTROL = 1083.57 111 10.3 18 0 1.20 1.23 FULL 0.00961 5.8 5.8 1081.42 1081.64 1083.57 1083.78 2.15 2.141084.421088.36 17 HYDRAULIC GRADE LINE CONTROL = 1086.32 112 10.7 24 0 0.81 1.17 PART 0.00224 X = 0.00 X(N) = 0.00 X(J) = 3.7 5.6 1084.61 1085.501086.321086.67 1.71 1.171087.261090.03 HYD JUMP 6.16 F(J) = 3.22 O(BJ) = 0.86 D(AJ) = 1.56 I ~~ I IIlA COUNTY PUBLIC WORKS STORM ORAIN ANALYSIS I PROJECT: PALOMA OE SOL OEVELOPMENT TRACT NO. 24183 ..rESIGNER: AG F/N:PALOMA.OAT IlINE Q 0 W ON OC FLOW SF-FULL V 1 V 2 FL 1 FL 2 NO (CFS) (IN)(IN) CFT) (FT) TYPE (FT/FT) CFPS) CFPS) (FT) (FT) 18 113 I 114 I I I I I I I I I I I I NYORAULIC GRADE LINE CONTROL = 1086.81 6.8 24 0 -0.67 0.92 PART 0.00090 X = 0.00 XCN) = 0.00 XCJ) = 8 HYORAULIC GRAOE LINE CONTROL = 1086.81 5.6 24 0 0.56 0.83 PART 0.00061 X = 0.00 X(N) = 0.00 X(J) = HG 1 CALC HG 2 CALC 3.2 4.8 1085.52 1085.97 1086.81 1086.89 5.88 FCJ) = 1.72 O(BJ) = 0.72 DCAJ) = 2.7 4.5 1085.54 1086.14 1086.81 1086.97 6.63 F(J) = 1.39 OCBJ) = 0.62 OCAJ) o 1 (FT) D 2 (FT) REPT: DATE: PAGE PC/R04412.2 06/17/99 2 TW CALC TW CK REMARKS 1.29 0.92 1087.32 1089.84 HYO JUMP 1.17 1.27 0.83 10B7.35 1090.BO HYO JUMP 1.10 rc'\ I I V 1, FL 1, 0 1 AND HG 1 REFER TO DOWNSTREAM END V 2, FL 2, D 2 ANO HG 2 REFER TO UPSTREAM ENO X - DISTANCE IN FEET FROM OOWNSTREAM ENO TO POINT WHERE HG INTERSECTS SOFFIT IN SEAL CONOITION X(N) - DISTANCE IN FEET FROM OOWNSTREAM END TO POINT WHERE WATER SURFACE REACHES NORMAL OEPTH BY EITHER ORAWQOWN OR BACKWATER X(J) DISTANCE IN FEET FROM OOWNSTREAM END TO POINT WHERE HYORAULIC JUMP OCCURS IN lINE F(J) THE COMPUTEO FORCE AT THE HYORAUllC JUMP D(BJ) OEPTH OF WATER BEFORE THE HYDRAULIC JUMP (UPSTREAM SlOE) O(AJ) OEPTH OF WATER AFTER THE HYORAULIC JUMP (OOWNSTREAM SlOE) SEAL INOICATES FLOW CHANGES FROM PART TO FUll OR FROM FULL TO PART HYO JUMP INOICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUBCRITICAl THROUGH A HYORAUlIC JUMP HJ @ UJT INOICATES THAT HYORAUllC JUMP OCCURS AT THE JUNCTION AT THE UPSTREAM END OF THE liNE HJ @ OJT INDICATES THAT HYORAUllC JUMP OCCURS AT THE JUNCTION AT THE DOWNSTREAM ENO OF THE liNE I I I EOJ 6/1711999 9:51 I I I I I I I I I I I I I v:s I I i, , II ! I I il I il I I I ! I I I I I I I I ~.I PALOMA de SOL DEVELOPMENT APPENDIX C Inlet Sizing (p~ I I I I I I I I I, II .1 i I I I I I I I I I "..1 PALOMA de SOL dEVELOPMENT Catch Basin Calculations for 1 0- Year Storm Event &,1. ..-..-.-.,.,.-...... ~>-""~'~-"--" -----.-- ~ROJECT 15-10006 I HEC12 Version: V2.30 I User SIN: 77010134 Run Date: 06-16-1999 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I NLET NUMBER 1 TOTAL PEAK OISCHARGE = LENGTH 21. 0 STATION 19.86 (cfs) ~UTTER SLOPE = 0.0560 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W WIT SW SW/SX Eo a S'W SE II 15.70 4.0 0.25 0.0200 1.0 0.54 4.0 0.083 0.065 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRAOE XXXXXXXXXX REQUIREO LENGTH (ft) = 56.6 EFFICIENCY= 0.57 CFS INTERCEPTEO= 11.24 CFS CARRYOVER= 8.62 I I I I I I I I I I I I I I {/6 I 1=========================================================================== NLET NUMBER 2 LENGTN 21.0 STATION II TOTAL PEAK OISCHARGE = 8.62 (cfs) IItUTTER SLOPE = 0.0560 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT IPREAO 11.48 W 4.0 WIT SW 0.35 0.0200 SW/SX 1.0 Eo a 0.68 4.0 S'W SE 0.OB3 o.on I XXXXXXXXXX CURB INLET ON A CONTINUOUS GRAOE XXXXXXXXXX REQUIREO LENGTH Cft> = 36.2 EFFICIENCY= 0.79 CFS INTERCEPTEO= 6.81 CFS CARRYOVER= 1.81 I I I I I I I I I I I I I I ~'\ I 1=========================================================...=============== NLET NUMBER 3 LENGTH 21.0 STATION l TOTAL PEAK OISCHARGE = 6.37 (cfs) UTTER SLOPE = 0.0560 FTfFT PAVEMENT CROSS SLOPE' 0.0200 FTfFT IPREAD 10.25 W 4.0 WfT SW 0.39 0.0200 SWfSX 1.0 Eo a 0.73 4.0 S'W SE 0.083 0.081 I XXXXXXXXXX .CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIREO LENGTH (ft, = 30.9 EFFICIENCY' 0.87 CFS INTERCEPTEO= 5.55 CFS CARRYOVER' 0.82 I I I I I I I I I I I I I I ""\0 II 1=========================================================================== NLET NUMBER 4 LENGTH 21.0 STATION II TOTAL PEAK DISCHARGE = 10.82 (cfs) GUTTER SLOPE = 0.0050 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT IPREAO 19.67 W 4.0 WIT SW 0.20 0.0200 SW/SX 1.0 Eo a 0.46 4.0 S'W SE 0.083 0.058 II XXXXXXXXXX CURB INLET ON A CONTINUOUS GRAOE XXXXXXXXXX REQUIREO LENGTH (ft) = 22.8 EFFICIENCY= 0.99 CFS INTERCEPTEO= 10.70 CFS CARRYOVER= 0.12 I I I I I I I II I I I I I I I "'\\ I 1=========================================================================== NLET NUMBER 5 LENGTH 21.0 STATION III TOTAL PEAK OISCHARGE = 10.32 (cfs) GUTTER SLOPE = 0.0050 FTIFT PAVEMENT CROSS SLOPE = 0.0200 Fl/Fl IIIPREAO W WIT SW SW/SX Eo a S'W SE 19.32 4.0 0.21 0.0200 1.0 0.46 4.0 0.083 0.058 III XXXXXXXXXX CURB INLET ON A CONTINUOUS GRAOE XXXXXXXXXX REOUIREO LENGTH (ft) = 22.3 EFFICIENCY= 0.99 CFS INTERCEPTEO= 10.26 CFS CARRYOVER= 0.06 III I III III III III I I III III I I III III ,\v I 1=========================================================================== NLET NUMBER 6 LENGTH 21.0 STATION I TOTAL PEAK OISCHARGE = 4.21 GUTTER SLOPE = 0.0050 FT/FT ~PREAO W WIT SW 13.BO 4.0 0.29 0.0200 Ccfs) PAVEMENT CROSS SLOPE = 0.0200 FT/FT SW/sx 1.0 Eo a 0.60 4.0 S'W SE 0.083 0.070 I xxxxxxxxxx CURB INLET ON A CONTINUOUS GRAOE XXXXXXXXXX REQUIRED LENGTH (ft) = 13.7 EFFICIENCY= 1.00 CFS INTERCEPTEO= 4.21 CFS CARRYOVER= 0.00 I I I I I I I I I I I I I I "\~ I 1=========================================================================== NlET NUMBER 7 lENGTH 14.0 STATION I TOTAL PEAK DISCHARGE = 2.56 (cfs) GUTTER SLOPE = 0.0050 FTIFT PAVEMENT CROSS SLOPE = 0.0200 FTIFT I I SPREAD AT A SLOPE OF .005 (ft./ft.) IS 11.45 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. lENGTH (ft) = 21.20 H (ft) = 0.750 OEPTH OF WATER (ft) = 0.14 SPREAO (ft) = 7.00 I I I I I I I I I I I I I I 1A,i I 1=========================================================================== NLET NUMBER B LENGTH 21.0 STATION I TOTAL PEAK DISCHARGE = 9.94 GUTTER SLOPE = 0.0100 FT/FT (cfs) PAVEMENT CROSS SLOPE = 0.0200 FT/FT I SPREAO AT A SLOPE OF .010 (ft./ft.) IS 16.73 Cft.) I XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH Cft) = 28.20 H Cft) = 0.750 OEPTH OF WATER (ft) = 0.29 SPREAO (ft) = 14.31 I I I I I I I I I I I I I ./ 'V~ I I 1============================================================================ INLET NUMBER 9 LENGTH 14.0 STATION TOTAL PEAK OISCHARGE = 14.80 (cfs) IIGUTTER SLOPE = 0.0100 fT/fT PAVEMENT CROSS SLOPE = 0.0200 fT/fT II SPREAO AT A SLOPE Of .010 Cft./ft.) IS 19.42 (ft.) II xxxxxxxxxx CURB INLET IN A SUMP XXXXXXXXXX P EffEC. LENGTH Cft) = 21.20 H Cft) = 0.750 OEPTH Of WATER (ft) = 0.45 SPREAO (ft) = 22.57 I I II I I I I I I I I I I I 1~ II I I I I I I I I I I I I I I I I I ".1 PALOMA de SOL dEVELOPMENT Catch Basin Calculations for 100- Y ear Storm Event '-\1 I 1=========================================================================== NLET NUMBER 1 LENGTH 21.0 STATION I TOTAL PEAK OISCHARGE = 30.16 (efs) GUTTER SLOPE = 0.0560 fT/fT PAVEMENT CROSS SLOPE = 0.0200 fT/fT IPREAO 18.36 W 4.0 WIT 0.22 SW 0.0200 SW/SX 1.0 Eo a 0.48 4.0 S'Y SE 0.083 0.060 I XXXXXXXXXX CURB INLET ON A CONTINUOUS GRAOE XXXXXXXXXX REQUIREO LENGTH (ft) = 71.0 EFFICIENCY= 0.47 CFS INTERCEPTEO= 14.12 CFS CARRYOVER= 16.04 I I I I I I I I I I I I I I 16 I 1============================================================================ INLET NUMBER 2 LENGTH 21.0 STATION II TOTAL PEAK OISCHARGE = 16.04 (cis) PAVEMENT CROSS SLOPE = 0.0200 FT/FT GUTTER SLOPE = 0.0560 FTIFT IISPREAD W WIT SW SW/SX Eo a S'W SE 14.49 4.0 0.28 0.0200 1.0 0.58 4.0 0.083 0.068 II XXXXXXXXXX CURB INLET ON A CONTINUOUS GRAOE XXXXXXXXXX REQUIREO LENGTH (ft) = 50.5 EFFICIENCY= 0.62 CFS INTERCEPTEO= 9.95 CFS CARRYOVER= 6.09 1 I II I 1 II II I I I 1 II 1 ~ I I 1=========================================================================== NLET NUMBER 3 LENGTH 21.0 STATION II TOTAL PEAK OISCHARGE = 9.82 (cfs) GUTTER SLOPE = 0.0560 FT/FT PAVEMENT CROSS SLOPE = IIfPREAO W WIT SW SW/SX Eo a 12.06 4.0. 0.33 0.0200 1.0 0.66 4.0 0.0200 FT/FT S'W SE 0.083 0.075 II XXXXXXXXXX CURB INLET ON A CONTINUOUS GRACE XXXXXXXXXX REQUIREO LENGTH (ft) = 38.8 EFFICIENCY= 0.75 CFS INTERCEPTEO= 7.40 CFS CARRYOVER= 2.42 I I II II II II II II I I I I I I ~ I 1=========================================================================== NLET NUMBER 4 LENGTH 21.0 STATION I TOTAL PEAK OISCHARGE = 16.42 (cis) GUTTER SLOPE = 0.0050 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT IPREAO W WIT SW SW/SX Eo a S'W SE 23.00 4.0 0.17 0.0200 1.0 0.40 4.0 0.OB3 0.053 1 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIREO LENGTH (ft) = 2B.6 EFFICIENCY= 0.91 CFS INTERCEPTEO= 14.90 CFS CARRYOVER= 1.52 I I I I I I 1 I 1 I I I I I cg\ I .=========================================================================== NLET NUMBER 5 LENGTH 21.0 STATION II TOTAL PEAK OISCHARGE = 15.71 IItUTTER SLOPE = 0.0050 FT/FT (cfs) PAVEMENT CROSS SLOPE = 0.0200 FT/FT IPREAO 22.62 W 4.0 WIT SW 0.18 0.0200 SW/sx 1.0 Eo a 0.41 4.0 5'W SE 0.083 0.054 1 xxxxxxxxxx .CURB INLET ON A CONTINUOUS GRAOE XXXXXXXXXX REQUIREO LENGTH (ft) = 27.9 EFFICIENCY= 0.92 CFS INTERCEPTEO= 14.43 CFS CARRYOVER= 1.28 I I 1 I I 1 I I I I I I I I 8z.... I 1=========================================================================== NLET NUMBER 6 LENGTH 21.0 STATION I TOTAL PEAK DISCHARGE = 12.23 (cf.) GUTTER SLOPE = 0.0050 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT IPREAO 20.59 W 4.0 WIT SW 0.19 0.0200 SW/SX 1.0 Eo a 0.44 4.0 S'W SE 0.OB3 0.057 I xxxxxxxxxx CURB INLET ON A CONTINUOUS GRAOE XXXXXXXXXX REQUIREO LENGTH (ft) = 24.4 EFFICIENCY= 0.97 CFS INTERCEPTEO= 11.88 CFS CARRYDVER= 0.35 I 1 I 1 I I I I I I I I I I <3-:7 IROJECT 1510006 IEC12 Version:. V70112.2 User SIN: 77010105 Run Oate: 07-26-1999 ,I ============================================================================ IfNLET NUMBER 7 LENGTH 21.0 TOTAL PEAK OISCHARGE = 15.52 (cfs) STATION IItUTTER SLOPE = 0.0100 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT I SPREAD AT A SLOPE OF .010 (ft./ft.) IS 19.77 (ft.) I xxxxxxxxxx CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 2B.20 H = 0.750 OEPTH OF WATER = 0.39 SPREAO = 19.26 I I 1 I I 1 ,1 I 1 I 1 I 'I ~ I .=========================================================================== NLET NUMBER 8 LENGTH 21.0 STATION II TOTAL PEAK DISCHARGE = 15.01 I!UTTER SLOPE = 0.0100 FTIFT Ccfs) PAVEMENT CROSS SLOPE 0.0200 FT 1FT 1 SPREAD AT A SLOPE OF .010 (ft./ft.) IS 19.52 (ft.) I XXXXXXXXXX.CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH (ft) = 28.20 H (ft) = 0.750 DEPTH OF WATER (ft) = 0.38 SPREAO (ft) = 18.84 I I I I I I I I I I I I I I ~"5 I 1=========================================================================== NLET NUMBER 9 LENGTH 14.0 STATION II TOTAL PEAK OISCHARGE = 22.78 (cfs) GUTTER SLOPE = 0.0100 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FTIFT II SPREAD AT A SLOPE OF .010 (ft./ft.) IS 22.83 (ft.) I XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH (ft) = 21.20 H (ft) = 0.750 OEPTH OF WATER (ft) = 0.60 SPREAD (ft) = 30.10 II II II II I II II II II II II II II II 12>ft> II