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Home My WebLink AboutHydrologyInfrastructurePhase1StormDrain(Nov.1996) ~ - --- , -. ,i.~ ~ " -~ " - ""~~-""7';' I. l. I -.,. '--. "-- HYDROLOGY AND HYDRAULICS REPORT Paloma Del Sol INFRASTRUCTURE - PHASE I STORM DRAIN FOR TRACTS 24182 & 24183 . Rt:CEIVED APR 1 5 1997 PREPARED FOR: Newland Capital CiTY Ot: TEMt:(;ULA ENGINEERING DEPARTME,H . PREPARED BY: KEITH INTERNATIONAL, INC. 22690 Cactus Avenue, Suite 300 Moreno Valley, California 92553 PREPARED UNDER THE SUPERVISION OF: David Li-Wen Shen, P.E. R.C.E. No. 44374 [I] NOVEMBER 1996 IN 30764_000 \ 'e . Ie TABLE OF CONTENTS 1 II. III. IV. v_ INTRODUCTION ..........._____..............._____.._.._......... ....---. --- -----.-. ...........-- --- HYDROLOGY .____.._..__.__............._._..._............._..________-.-...........--.-.-.---.-.-.- PROPOSED MAINLINE STORM FACILITIES ........._..._.._...._.................. CATCH BASIN DESIGN _..........._.__..____...._....... .... ...._...._..................... ..... STORM DRAIN DESIGN ..........._.._.._..._.._._._....... ............__..__.._...._.......... EXHIBITS "A" LOCATION MAP "B" SOILS MAP "C" STORM DRAIN LOCATION APPENDIX "A" 10 -AND 100-YEAR HYDROLOGY (RATIONAL METHOD) ULTIMATE ONSITE (LINE A) 100 YEAR ........................................_...._ ULTIMATE ONSITE (LINE B) 100 YEAR ......_........._..........__...._.._......... ULTIMATE ONSITE (LINE C) 100 YEAR ................._............................ ULTIMATE ONSITE (LINE D) 100 YEAR ......_.._......................_............. ULTIMATE ONSITE (LINE E) 100 YEAR ......_.........._....._..........__.......... ULTIMATE OFFSITE (LINE A, TRACT 24183) 100 YEAR .................... ULTIMATE OFFSITE (LINE B, TRACT 24183) 100 YEAR _................... INTERIM (MASS GRADING, TRACT 24182 & 24183) 100 YEAR .......... ULTIMATE ONSITE (LINE A) 10 YEAR ............._........._....._................_.. ULTIMATE ONSITE (LINE B) 10 YEAR ................_._.._.._....................... ULTIMATE ONSITE (LINE C) 10 YEAR ................................................ ULTIMATE ONSITE (LINE D) 10 YEAR ..................................._............ ULTIMATE ONSITE (LINE E) 10 YEAR ..._.............__....._......._............... ULTIMATE OFFSITE (LINE A, TRACT 24183) 10 YEAR ................_.... ULTIMATE OFFSITE (LINE B, TRACT 24183) 10 YEAR .._................... PAGE NO 1 2 3 4 5 10 27 41 54 57 69 75 80 91 106 120 133 136 147 153 rv- . . - PAGE NO "B" HYDROLOGY MAPS "C" CATCH BASIN DESIGN CALCULATIONS AND GUTTER CAPACITY ANALYSIS ................_..._......................_.._.._..........._..._.._..... 158 "D" STORM DRAIN HYDRAULICS ANALYSIS LINE A (CIPP ALTERNATIVE) .........................._.._...................._.._...._.... 214 LINE A (RCP ALTERNATIVE) ...................................._..............._......_._ 239 LINE B (CIPP ALTERNATIVE) ......_.............._m................_......._........... 265 LINE B (RCP ALTERNATIVE) ................................._....._..._._........._._.._ 299 LATERAL B-1 _. _..................... _............ _...... _. _........ _ _._ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _.. _ _ _ _ _ 332 LATERAL B-2 ............................................... ....... ___.___ _.__._..._........_.._.. .._ 336 LATERAL B-3 ............. .............._..___. ___._.___.____________..__. ___._._._.. .._...._._... .__ 340 LATERAL B-4 __.____________.__..____________.____._._...... ... ....... ....... ........ ........ ..._.___ 345 LATERAL B-5 __..............................................................._........_......_.._.._ 350 LATERALB-7 (CIPP ALTERNATIVE) ULTIMATE CONDITION ........... 355 LATERAL B-7 (RCP ALTERNATIVE) ULTIMATE CONDITION ......._.... 359 LATERAL B-7 (CIPP ALTERNATIVE) INTERIM CONDITION .............. 363 LATERAL B-7 (RCP ALTERNATIVE) INTERIM CONDITION ...._......... 367 LATERAL B-8 (CIPP ALTERNATIVE) ULTIMATE CONDITION ..._...... 371 LATERAL B-8 (RCP ALTERNATIVE) ULTIMATE CONDITION ............ 375 LATERAL B-8 (CIPP ALTERNATIVE) INTERIM CONDITION .._........... 379 LATERAL B-8 (RCP ALTERNATIVE) INTERIM CONDITION ............... 384 LATERAL B-9 (CIPP ALTERNATIVE) ULTIMATE CONDITION ........_.. 389 LATERAL B-9 (RCP ALTERNATIVE) ULTIMATE CONDITION ............ 393 LATERAL B-9 (CIPP ALTERNATIVE) INTERIM CONDITION ....__._....... 397 LATERAL B-9 (RCP ALTERNATIVE) INTERIM CONDITION ............... 401 LATERAL B-9_5 ........_......................................__.........._....._._...._.............. 405 LINE "C" (CIPP ALTERNATIVE) ULTIMATE CONDITION ................... 410 LINE "C" (RCP ALTERNATIVE) ULTIMATE CONDITION .............._.._. 415 LINE "C" (CIPP ALTERNATIVE) INTERIM CONDITION ........_....._......_ 420 LINE "C" (RCP ALTERNATIVE) INTERIM CONDITION .._.................... 425 LINE A (CIPP ALTERNATIVE) UPSTREAM / INTERIM CONDITION WITH INTERIM DETENTION BASIN ...._...................................._ 430 ~ . . . 1 INTRODUCTION This report includes the hydrology and hydraulics calculations performed for the design of onsite drainage facilities for Tract No. 24182 of Paloma Del Sol East, consisting of single family residential development in the City ofTemecula, California_ The owner/developer is Newland Capital_ The development site is located east ofInterstate Route 15 and north of Highway 79, as shown on Exhibit "A". The project area is generally bound by Meadows Parkway to the west, Highway 79 to the south, Campanula Way and De Portola Road to the north, and Butterfield Stage Road to the east_ The data provided in this report was used as a basis for the design of street and storm drain improvements_ The primary objectives of this report are as follows: I _ Delineate the drainage areas tributary to the onsite and off site catch basins in Tract No_ 24182- 2. Based on drainage patterns, ground slope, land use, and soil type and using the Rational Method as contained in the Riverside County Flood Control And Water Conservation District's Hydrology Manual, perform a hydrologic analysis of onsite runoff to provide 10- and 100-year design flows for the sizing of drainage facilities. 3 _ Based on the hydrologic results and physical site requirements, design the catch basins and storm drain laterals to convey the computed design discharges_ Drainage from off site the project is conveyed in a pipe system along Campanula Way from Tract No_ 24184 and along Aicoba Drive in Tract No_ 24185_ Additional catch basin and lateral pipe flows are picked up along Campanula Way from Tract No_ 24183_ - I - A.. e . 5 ............................. . San Diego Co. . m .s REGIONAL MAP EXHIBIT A e . . II. HYDROLOGY In-Tract Hydrolo~ Hydrologic calculations were performed using the Riverside County Rational Method from RCFC & WCD Hydrology Manual dated April 1978. The 10- and loo-year design discharge at each storm drain inlet was cornputed by generating a hydrologic "link-node" rnodel which divides the area into drainage subareas, each tributary to a concentration point or hydrologic "mode" point determined by the proposed street layout. The computer results are included in Appendix "A". The following assumptions/guidelines were applied for use of the Rational Method: 1. The soils map from the Riverside County Hydrology Manual indicates that the study area is primarily Group "B" and "C" soils. Soil type "C" was used in the hydrologic calculations. Soils ratings are based on a scale of A through D, where D is the least pervious, providing the greatest storm runoff. The soils map. excerpted from the Hydrology Manual. is included as Exhibit "B". 2. The runoff coefficients specified are: "1/4-acre residential lots". open space recreation, condominium and commercial; to describe the proposed development characteristics. Condorninium land use is used for residential single family residential lots with approximately 4500 Sq.Ft. lot size to represent a realistic runoff for the proposed density. 3. Initial subareas were drawn to be less than lo-acres in size and less than 1,000 feet in length per County guidelines. 4. Pipe travel times were computed based on preliminary computer-estimated pipe sizes. A minimum pipe size of 18-inches were specified. and 90 percent of the actual pipe slope was assumed available for the pipe friction losses. 5. Standard intensity-duration curve data was taken from the County Hydrology Manual (values apply for Murrieta-Temecula and Rancho California areas). For the 100- year analysis, the data specifies a 100-year 10-minute raiI)-fall intensity of 3.46 inches/hour and a 100-year 60-minute rainfall intensity of 1.40'inches/hour. For the 10-year analysis. the data specifies a 10-year 10-minute rainfall intensity of 2.36 inches/hour and a lO-year 6O-minute rainfall intensity of 0.88 inches/hour. The resulting 10- and 100-year discharges at proposed catch basin locations are flagged on the Rational Method computer summary, Appendix "A", and on the Hydrology Map, Appendix "B". Normal flow depths for street sections were estimated using the Los Angeles County Flood Control Street Flow charts, Appendix "C". - 2 - ~ e "" Cl Z "" :I: U W Q. W ..J Cl Z "" II: C ~ 0 ui c; ui ::i . . m C,) m :I: ... II: o z EXHIBIT B 1 e . . III. PROPOSED MAINLINE STORM DRAIN FACILITIES The proposed mainline facilities are described as follows (see Exhibit "C"): . Line "A" - beginning at Highway 79 AD_ IS9 storm drain pipeline and extending upstream along the future streets of Givet Court, Mantova Drive, Acena Street, Copparo Drive, and Aicoba Drive to join Line "A" of Tract 2418S_ . Line "B" - beginning at Highway 79 and Meadows Parkway AD_ IS9 storm drain R.CR and extending along Meadows Parkway and Campanula Way to join Line "B" of Tract 24184_ . Line "C" - beginning at Highway 79 AD_ IS9 storm drain pipeline and extending upstream into future Tract 24182-S for an interim inlet Future mainline facilities include: . Lateral "B-7" - will extend to serve Tract 24182-F . Line "C" - will extend to serve Tract 24182-3, -4 and -S_ . Line "D" - will begin at Highway 79 AD_ IS9 storm drain pipeline and be extended to serve Tract 24182-3 - 3 - <6 e . 1.....1 O((site Storm Drain 1/1 Storm Drain Pipe Alignment G Direction of Flow I <6> 'Pipe indentilication m~o' " . ; -- I I . . ---_......:. H 24111 TT 24'17 TT 24'H . TT 24185 -' T TT 24'82 EXHIBIT C PALOMA DEL SOL, EAST Tract 24182 Storm Drain Schematic<\, . e . IV. CATCH BASIN DESIGN Catch basins, shown on the Hydrology Map, have been designed to collect storm runoff from Tract 24182_ Catch basins placed in "sump" conditions are sized to accept 100% of the 100 year design discharge according to County guidelines_ Any discharge not picked up by on-grade basins was added to the next downstream basin design discharge_ Street depths and catch basin design capacities were estimated using Los Angeles City and County Flood Control guidelines and charts. A secondary outlet was provided at all sump locations to preclude any flooding of building pads_ Detailed catch basin, street capacity, and gutter capacity design calculations are included in Appendix "C"_ - 4 - \,1() e e I. V. STORM DRAIN DESIGN The results from the Rational Method hydrology and catch basin design were used to prepare a steady-state hydraulic analysis of the storm drain system under the predicted 100-year and 10-year flow conditions_ The computer program "Water Surface Pressure Gradient" (WSPG), published by the Los Angeles County Flood Control District (LACFCD), capable of analyzing systems of pipes under partial, full or pressure flow conditions, was used for design_ The WSPG output listings are contained in Technical Appendix "D". The hydraulics were calculated using Manning's n value of 0_013 for RCP or 0_014 for CIPP where the alternative is proposed_ The hydraulic grade line is plotted on the plans_ - 5 - '\. o 1.0 .9 , , , i i I , , i , I , , , , , ~ I , , , , . , , , , , I , I ; ~ .;: . . RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL-COVER COMPLEXES FOR PERVIOUS AREAS-AMC II Cover Type (3) NATURAL COVERS - Ba=en (Rockland, eroded and graded land) Chapa=el, Broadleaf (Manzonita, ceanothus and scrub oak) Chapa=el, Narrowleaf (Chamise and redshank) Grass, Annual or Perennial Quali ty of Cover (2) Soil Group ABC 0 78 86 91 93 Poor Fair Good 53 70 80 85 40 63 75 81 31 57 71 78 Poor Fair 71 82 88 91 55 72 81 86 ~: I~~I :: 61 74 80 Poor Fair Good 67 50 38 Meadows or Cienegas (Areas with seasonally high water table, principal vegetation is sod forming grass) Poor Fair Good 63 77 85 88 51 70 80 84 30 58 72 78 ~~~:~ 63 75 81 Open Brush (Soft wood shrubs - buckwheat, sage, etc.) Poor Fair Good 62 46 41 Woodland (Coniferous or broadleaf trees predominate. Canopy density is at least 50 percent) Poor Fair Good 45 66 36 60 28 55 77 83 73 79 70 77 Woodland, Grass (Coniferous or broad leaf trees with canopy density from 20 to 50 percent) URBAN COVERS - Residential or Commercial Landscaping (Lawn, shrubs, etc.) Turf (Irrigated and mowed grass) AGRICULTURAL COVERS _ Fallow (Land plowed but not tilled or seeded) RCFC a weD HYDROLOGY ~AANUAL 1 Poor Fair Good 57 73 82 86 44 65 77 82 33 58 72 79 Good 32 56 69 75 Poor Fair Good 58 74 83 87 44 65 77 82 33 58 72 79 76 85 90 92 RUNOFF INDEX NUMBERS FOR PERVIOUS AREA \~ PLATE 0-5.5 (J of 2) RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL-COVER COMPLEXES FOR PERVIOUS AREAS-AMC II Cover Type (3) Quali ty of Cover (2) AGRICULTURAL COVERS (cant.) - Legumes, Close Seeded (Alfalfa, sweetclover, timothy, etc.) Poor Good Orchards, Deciduous (Apples, apricots, pears, walnuts, etc.) Orchards, Evergreen (Citrus, avocados, etc.) Poor Fair Good Pasture, Dryland (Annual grasses) Poor Fair Good Pasture, Irrigated (Legumes and perennial grass) Poor Fair Good Row Crops (Field crops - tomatoes, sugar beets, etc.) Poor Good Small Grain (Wheat, oats, barley, etc.) Poor Good Vineyard Notes: Soil Group ABC D 66 77 85 89 58 72 81 85 See Note 4 57 73 82 86 44 65 77 82 33 58 72 79 67 78 86 89 50 69 79 84 38 61 74 80 58 74 83 87 44 65 77 82 33 58 72 79 72 81 88 91 67 78 85 89 65 76 84 88 63 75 83 87 ) See Note 4 1. All runoff index (RI) numbers are for Antecedent Moisture Condition (AMC) II. 2. Quality of cover definitions: Poor-Heavily grazed or regularly burned areas. Less than 50 per- cent of the ground surface is protected by plant cover or brush and tree canopy. Fair-Moderate cover with 50 percent to 75 percent of the ground sur- face protected. Good-Heavy or dense cover with more than 75 percent of the ground surface protected. 3. See Plate C-2 for a detail~d description of cover types. 4. Use runoff index numbers based on ground cover type. See discussion under "Cover Type Descriptions" on Plate C-2. 5. Reference Bibliography item 17. RCFC a WCD HYDROLOGY J'Y!ANUAL RUNOFF INDEX NUMBERS FOR PERVIOUS AREA - ~ "I>... O. ^T~ "_iii. Co'" _. ~, ACTUAL IMPERVIOUS COVER '.-- ,-- Land Use (1) Range-Percent Recommended Value For Average Conditions-Percent (2 Natural or Agriculture o - 10 o Single Family Residential: (3) 40,000 S. F. (1 Acre) Lots 10 - 25 20 20,000 S. F. (~Acre) Lots 30 - 45 40 7,200 - 10,000 S. F. Lots 45 - 55 50 Multiple Family Residential: Condominiums 45 - 70 65 Apartments 65 - 90 80 Mobile Home Park 60 - 85 75 . Commercial, Downtown Business or Industrial 80 -100 90 Notes: 1. Land use should be based on ultimate development of the watershed. Long range master plans for the County and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to differences in dwelling size, improvements, etc. Landscape practices should also be considered as it is common in some areas to use ornamental grav- els underlain by impervious plastic materials in place of lawns and shrubs. A field investigation of a study area should always be made, and a review of aerial photos, where available may assist in estima~ ing the percentage of impervious cover in developed areas. 3. For typical horse ranch subdivisions increase impervious area 5 per- cent over the values recommended in the table above. . RCFC a WCD HYDROLOGY t-AANUAL IMPERVIOUS COVER FOR DEVELOPED AREAS "1 \s PLATE 0-5.6 -- . . 100 YEAR HYDROLOGY (RATIONAL METHOD) \~ e . e e' **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-90 Advanced Engineering Software (aes) Ver. 5.8A Release Date: 8/28/90 Serial # 8198 Analysis prepared by: KEITH INTERNATIONAL, INC. - INLAND EMPIRE 22690 CACTUS AVENUE, SUITE 300 MORENO VALLEY, CA 92507 (909) 653-0234 FAX (909) 653-5308 ************************** DESCRIPTION OF STUDY ************************** * PALOMA DEL SOL * * TRACT 24182 - STORM DRAIN - LINE "A" * * 100 YEAR HYDROLOGY * ************************************************************************** FILE NAME: 24182A.DAT TIME/DATE OF STUDY: 17:49 11/19/1996 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT (YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE 10-YEAR STORM 10-MlNUTE INTENSITY (INCH/HOURI = 10-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) = 100-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) 100-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 I-HOUR INTENSITY (INCH/HOURI = 1.4000 SLOPE OF INTENSITY DURATION CURVE = .5271 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FOR FRICTION 2.360 .880 3.600 = 1. 400 .5505732 .5271139 .90 SLOPE = **************************************************************************** FLOW PROCESS FROM NODE 1. 00 TO NODE 7 1. 00 IS CODE = >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: FROM TRACT 24185 - UNE "A" TC(MIN) = 19.04 RAIN INTENSITY (INCH/HOUR) = 2.56 TOTAL AREA(ACRES) = 124.00 TOTAL RUNOFF (CFSI = 295.80 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 3 4.00 IS CODE = >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOWI<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 63.0 INCH PIPE IS 49.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.3 (\ . UPSTREAM NODE ELEVATION = 1099.00 DOWNSTREAM NODE ELEVATION = 1095.00 FLOWLENGTH(FEET) = 330.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCHI = 63.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) = 295.80 TRAVEL TIME (MIN. ) = .34 TC (MIN. ) 19.38 **************************************************************************** FLOW PROCESS FROM NODE 1. 00 TO NODE 4.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 4.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-f" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = 1119.40 DOWNSTREAM ELEVATION = 1109.60 ELEVATION DIFFERENCE = 9.80 TC = .359*[( 900.00**3)/( 9.80)J**.2 = 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFSI = 6.79 TOTAL AREA(ACRES) = 2.60 13.478 3.076 .8487 TOTAL RUNOFF(CFS) = 6.79 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 4.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.48 RAINFALL INTENSITY(INCH/HR) = 3.08 TOTAL STREAM AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.79 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE))**.2 INITIAL SUBAREA FLOW-LENGTH = 850.00 UPSTREAM ELEVATION = 1141.90 DOWNSTREAM ELEVATION = 1109.60 ELEVATION DIFFERENCE = 32.30 TC = .359*[( 850.00**3)/( 32.30)]**.2 10.260 \,., II e . . 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.552 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8545 SUBAREA RUNOFF(CFS) = 7.28 TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF (CFS) = 7.28 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 10.26 RAINFALL INTENSITY (INCH/HR) = 3.55 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.28 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 12.45 13.10 TABLE * * TIME (MIN.) 10.26 13.48 INTENSITY (INCH/HOUR) 3.552 3.076 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA (ACRES) = ESTIMATES ARE = 12.45 5.00 AS FOLLOWS: Tc (MIN.) = 10.26 C.B. "A-7" **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) ( INCH/HOUR) 1 169.07 10.26 3.552 2 304.70 19.38 2.540 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA (ACRES) = ESTIMATES ARE 304.70 129.00 AS FOLLOWS: Tc (MIN.) = 19.38 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 3 >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 72.0 INCH PIPE IS 58.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.4 UPSTREAM NODE ELEVATION = 1096.00 DOWNSTREAM NODE ELEVATION = 1091.50 -,\0... 'A e . . FLOWLENGTH(FEET) = 770.00 ESTIMATED PIPE DIAMETER (INCH) PIPEFLOW THRU SUBAREA (CFS) = TRAVEL TlME(MIN.) = 1.04 MANNING'S N = 72 . 00 304.70 TC (MIN.) = .013 NUMBER OF PIPES 1 20.41 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 4.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-3" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 1115.40 DOWNSTREAM ELEVATION = 1109.60 ELEVATION DIFFERENCE = 5.80 TC = .359*[( 600.00**3)/( 5.80)J**.2 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF (CFS) = 2.54 TOTAL AREA(ACRES) = .90 11.737 3.309 .8517 TOTAL RUNOFF(CFS) = 2.54 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 9.00 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA" A-4" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1109.60 400.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1105.40 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK 18.00 INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 4.04 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 13.64 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.37 PRODUCT OF DEPTH&VELOCITY = .86 STREET FLOW TRAVELTIME (MIN) = 2.81 TC(MIN) 14.54 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF SUBAREA AREA (ACRES) = 1.20 SUMMED AREA (ACRES) = 2.10 2.955 COEFFICIENT .8469 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) = 3.00 5.54 1P 1:2 e END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 14.80 FLOW VELOCITY(FEET/sEC.) = 2.79 DEPTH*VELOCITY = 1.07 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 9.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 14.54 RAINFALL INTENSITY (INCH/HR) = 2.95 TOTAL STREAM AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.54 **************************************************************************** FLOW PROCESS FROM NODE 9.10 TO NODE 9.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A.S" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- e ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = 1128.00 DOWNSTREAM ELEVATION = _ 1105.40 ELEVATION DIFFERENCE = 22.60 TC = .359*[( 900.00**3)/( 22.60)]**.2 = 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) = 6.87 TOTAL AREA(ACRES) = 2.40 11. 404 3.359 .8523 TOTAL RUNOFF(CFS) = 6.87 **************************************************************************** FLOW PROCESS FROM NODE 9.10 TO NODE 9.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 11.40 RAINFALL INTENSITY(INCH/HR) = 3.36 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.87 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) ( INCHI HOUR) 1 11. 21 11. 40 3.359 . 2 11. 58 14.54 2.955 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 1.-- '\. IA e PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = 11. 21 4.50 Tc(MIN. ) 11. 40 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 5.00 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-6" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1105.40 500.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1103.00 DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK 18.00 INTERIOR STREET CROSSFALL(DECIMAL) .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 15.84 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .48 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.13 PRODUCT OF DEPTH&VELOCITY = 1.02 STREETFLOW TRAVELTIME(MIN) = 3.91 TC(MIN) 15.31 e 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.876 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8457 SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = SUMMED AREA (ACRES) = 8.30 TOTAL RUNOFF(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .50 HALFSTREET FLOODWIDTH(FEET) 20.00 FLOW VELOCITY{FEET/SEC.) = 2.49 DEPTH'VELOCITY = 1.25 CoB. 's "A-S" & "A-6" 9.24 20.46 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 5.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.84 RAIN INTENSITY (INCH/HOUR) = 2.82 TOTAL AREA{ACRES) = 7.60 TOTAL RUNOFF (CFS) = 18.80 FLOW INTERCEPTED BY CoB. 's "A-S" & "A-6" **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 5.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 255.23 15.84 2.825 . 2 321.15 20.41 2_471 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 1-1; Ie e . . PEAK FLOW RATE(CFS) = TOTAL AREA (ACRES) = 321.15 136.60 20.41 Tc (MIN.) = **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 3 5.10 IS CODE = >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 72.0 INCH PIPE IS 54.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.1 UPSTREAM NODE ELEVATION = 1091.00 DOWNSTREAM NODE ELEVATION = 1090.00 FLOWLENGTH(FEET) = 130.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCH) = 72.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) 321.15 TRAVEL TIME (MIN.) = .15 TC(MIN.) 20.57 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 5.10 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 2 6.00 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A.7" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 1114.30 DOWNSTREAM ELEVATION = 1110.70 ELEVATION DIFFERENCE = 3.60 TC = .359*[( 500.00**3)/( 3.60)]**.2 = 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) = 8.80 TOTAL AREA(ACRES) = 3.10 11. 573 3.333 .8520 8.80 TOTAL RUNOFF (CFS) = **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 6.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.57 RAINFALL INTENSITY (INCH/HR) = 3.33 TOTAL STREAM AREA(ACRES) = 3.10 PEAK FLOW RATE (CFS) AT CONFLUENCE = 8.80 **************************************************************************** 1-'? I/" . e . FLOW PROCESS FROM NODE 2.00 TO NODE 6.00 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 2 ============================================================================ AREA "A-B" ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 750.00 UPSTREAM ELEVATION = 1119.40 DOWNSTREAM ELEVATION = 1110.70 ELEVATION DIFFERENCE = 8.70 TC = .359*[( 750.00**3)/( 8.70)]**.2 = 12.373 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.218 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8506 SUBAREA RUNOFF (CFSI 8.76 TOTAL AREA (ACRES) = 3.20 TOTAL RUNOFF (CFSI = 8.76 FLOW PROCESS FROM NODE 2.00 TO NODE 6.00 IS CODE = **************************************************************************** 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 12.37 RAINFALL INTENSITY (INCH/HR) = 3.22 TOTAL STREAM AREA (ACRES) = 3.20 PEAK FLOW RATE (CFSI AT CONFLUENCE = 8.76 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. * * PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) ( INCH/HOUR) 1 17.00 11. 57 3.333 2 17.26 12.37 3.218 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 17.00 6.30 AS FOLLOWS: Tc (MIN.) = 11.57 FLOW PROCESS FROM NODE 6.00 TO NODE 7.10 IS CODE = **************************************************************************** 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1110.70 580.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1105.80 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "A-9" DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMALI = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 ,., r;,.'" e . . **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 21.70 ***STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .48 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.92 PRODUCT OF DEPTH&VELOCITY = 1.40 STREET FLOW TRAVELTlME(MIN) = 3.31 TC(MIN) 14.88 100.00 YEAR RAINFALL INTENSITY (INCH/HOURI = 2.919 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8464 SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) SUMMED AREA(ACRES) = 10.10 TOTAL RUNOFF(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .50 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.21 DEPTH*VELOCITY = 1.61 9.39 26.38 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.10 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.88 RAINFALL INTENSITY(INCH/HR) = 2.92 TOTAL STREAM AREA (ACRES) = 10.10 PEAK FLOW RATE (CFS) AT CONFLUENCE = 26.38 **************************************************************************** FLOW PROCESS FROM NODE 7.20 TO NODE 2 7.10 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-10" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(l-ACRE LOTS) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 450.00 UPSTREAM ELEVATION = 1110.00 DOWNSTREAM ELEVATION = 1105.80 ELEVATION DIFFERENCE = 4.20 TC = .469*[( 450.00**3)/( 4.201]**.2 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "C" SINGLE-FAMILY(l-ACRE LOTI RUNOFF COEFFICIENT = .7815 SUBAREA RUNOFF (CFSI = 4.76 TOTAL AREA(ACRES) = 2.00 13.764 3.042 TOTAL RUNOFF (CFSI = 4.76 **************************************************************************** FLOW PROCESS FROM NODE 7.20 TO NODE 1 7.10 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.76 --z..,~ I ~ e e . RAINFALL INTENSITY (INCH/HR) = 3.04 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.76 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 29.14 30.94 TABLE ** TIME (MIN. ) 13.76 14.89 INTENSITY (INCH/HOUR) 3.042 2.918 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 30.94 12.10 AS FOLLOWS: Tc (MIN.) = 14.89 **************************************************************************** FLOW PROCESS FROM NODE 7.10 TO NODE 5.10 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-11" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1105.80 650.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1103.00 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK 18.00 INTERIOR STREET CROSS FALL I DECIMAL) .017 OUTSIDE STREET CROSSFALLIDEClMAL) .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 **TRAVELTIME COMPUTED USING MEAN FLOWICFS) 38.97 ***STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .62 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.02 PRODUCT OF DEPTH&VELOCITY = 1.86 STREET FLOW TRAVELTlMEIMIN) = 3.59 TC(MIN) 18.48 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.604 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8411 SUBAREA AREA(ACRES) = 7.30 SUBAREA RUNOFF(CFS) 15.99 SUMMED AREA(ACRES) = 19.40 TOTAL RUNOFF(CFS) = 46.93 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .66 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.24 DEPTH*VELOCITY = 2.13 C.So'S "A-3" & "A-4" **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.10 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~<, '''' e e . ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 335.53 18.48 2.604 2 365.51 20.57 2.462 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 365.51 156.00 AS FOLLOWS: Tc (MIN.) = 20.57 **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 10.00 IS CODE = 3 >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 75.0 INCH PIPE IS 61.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.6 UPSTREAM NODE ELEVATION = 1090.00 DOWNSTREAM NODE ELEVATION = 1089.00 FLOWLENGTH(FEET) = 150.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 75.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) 365.51 TRAVEL TIME (MIN.) = .18 TC(MIN.) 20.75 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 12 >>>>>CLEAR MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 12 >>>>>CLEAR MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 12 >>>>>CLEAR MEMORY BANK # 3 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 10.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 10.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: 1.-~ "''"' e . . TC(MIN) = 15.84 RAIN TOTAL AREA(ACRES) = INTENSITY (INCH/HOUR) = 2.82 .70 TOTAL RUNOFF (CFS) = 1.70 FLOWBY FLOWS FROM C.B. '5 "A-S" & "A-6" **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 10.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-12.1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1103.00 240.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1101. 90 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK INTERIOR STREET CROSSFALL(DECIMAL) .017 OUTSIDE STREET CROSS FALL (DECIMAL) .017 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.25 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 12.48 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.56 PRODUCT OF DEPTH&VELOCITY = .53 STREETFLOW TRAVELTIME(MIN) = 2.57 TC(MIN) = 18.41 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.610 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8412 SUBAREA AREA(ACRES) = .50 SUBAREA RUNOFF (CFS) = SUMMED AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .36 HALFSTREET FLOODWIDTH(FEET) 13.64 FLOW VELOCITY(FEET/SEC.) = 1.64 DEPTH*VELOCITY = .60 1.10 2.80 **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 10.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 18.41 RAINFALL INTENSITY(INCH/HR) = 2.61 TOTAL STREAM AREA (ACRES) = 1.20 PEAK FLOW RATE (CFS) AT CONFLUENCE = 2.80 **************************************************************************** FLOW PROCESS FROM NODE 9.10 TO NODE 10.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-12" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 770.00 UPSTREAM ELEVATION = 1128.00 DOWNSTREAM ELEVATION = 1101.90 1fh '" e . . ELEVATION DIFFERENCE; 26.10 TC; .359*[( 770.00**3)/( 26.10))**.2 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) ; SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT ; SUBAREA RUNOFF(CFS) 5.82 TOTAL AREA (ACRES) ; 1.90 10.090 3.583 .8549 TOTAL RUNOFF (CFS) ; 5.82 FLOW PROCESS FROM NODE 9.10 TO NODE 10.00 IS CODE; **************************************************************************** 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS; 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 10.09 RAINFALL INTENSITY (INCH/HR) ; 3.58 TOTAL STREAM AREA(ACRES); 1.90 PEAK FLOW RATE(CFS) AT CONFLUENCE; 5.82 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFSI (MIN.) (INCH/HOURI 1 7.35 10.09 3.583 2 7.04 18.41 2.610 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA(ACRES) ; ESTIMATES ARE = 7.35 3.10 AS FOLLOWS: Tc (MIN.) ; 10.09 FLOW PROCESS FROM NODE 9.10 TO NODE 10.00 IS CODE; 10 **************************************************************************** CoB. "A-2" >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 11.00 IS CODE ~ **************************************************************************** 2 3.00 TO NODE >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "A-13" ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC; K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH; 620.00 UPSTREAM ELEVATION; 1141.90 DOWNSTREAM ELEVATION; 1107.50 ELEVATION DIFFERENCE; 34.40 TC; .359*[( 620.00**3)/( 34.40)]**.2; 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) ; SOIL CLASSIFICATION IS "e" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) 7.12 TOTAL AREA(ACRES) ; 2.10 8.384 3.950 .8585 TOTAL RUNOFF (CFS) ; 7.12 """ 1/ G.., e e . FLOW PROCESS FROM NODE 11. 00 TO NODE 10.00 IS CODE = ***************.************************************************************ 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1101. 90 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "A-14" 1107.50 500.00 = 20.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) .017 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) = 11.37 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .46 HALFSTREET FLOODWIDTH(FEET) = 19.42 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.42 PRODUCT OF DEPTH&VELOCITY = 1.57 STREETFLOW TRAVELTlME(MIN) = 2.44 TC(MIN) 10.82 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 3.453 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8534 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) 8.55 SUMMED AREA(ACRES) = 5.00 TOTAL RUNOFF(CFS) = 15.67 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .47 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.24 DEPTH*VELOCITY = 1.52 FLOW PROCESS FROM NODE 10.00 IS CODE = **************************************************************************** 1 11. 00 TO NODE >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 10.82 RAINFALL INTENSITY (INCH/HR) = 3.45 TOTAL STREAM AREA(ACRES) = 5.00 PEAK FLOW RATE (CFS) AT CONFLUENCE = 15.67 FLOW PROCESS FROM NODE 14.00 TO NODE 10.00 IS CODE = **************************************************************************** 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "A-14.1" ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 260.00 UPSTREAM ELEVATION = 1105.10 DOWNSTREAM ELEVATION = 1101.90 ELEVATION DIFFERENCE = 3.20 TC = .359*[( 260.00**3)/( 3.20)]**.2 8.004 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.048 - ~ '1fJ e SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8594 SUBAREA RUNOFF(CFS) = 2.78 TOTAL AREA (ACRES) = .80 TOTAL RUNOFF(CFS) = 2.78 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 10.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.00 RAINFALL INTENSITY (INCH/HR) = 4.05 TOTAL STREAM AREA(ACRES) = .80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.78 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 14.37 18.04 TABLE ** TIME (MIN. ) 8.00 10.82 INTENSITY (INCH/HOUR) 4.048 3.453 e COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 18.04 5.80 AS FOLLOWS: Te (MIN.) = 10.82 C.B. "A.f" **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 10.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) ( INCH/HOUR) 1 208.70 10.82 3.453 2 378.32 20.75 2.450 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 378.32 161.80 AS FOLLOWS: Te (MIN.) = 20.75 **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 10.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** PEAK FLOW RATE TABLE * * STREAM RUNOFF TIME INTENSITY . NUMBER (CFS) (MIN_) (INCH/HOUR) 1 191. 31 10.09 3.583 2 383.34 20.75 2.450 ?\ -- . e COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 383.34 164.90 20.75 AS FOLLOWS: Tc (MIN.) = **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 3 20.00 IS CODE = >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOWI<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 102.0 INCH PIPE IS 80.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.0 UPSTREAM NODE ELEVATION = 1089.00 DOWNSTREAM NODE ELEVATION = 1088.00 FLOWLENGTH(FEET) = 650.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 102.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 383.34 TRAVEL TIME(MIN.) = 1.35 TC(MIN.) = 22.10 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 22.10 RAINFALL INTENSITY (INCH/HRI = 2.37 TOTAL STREAM AREA(ACRES) = 164.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 383.34 **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 7 20.00 IS CODE = >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: FROM TRACT 24182 - LINE "D" TC(MIN) = 13.10 RAIN INTENSITY (INCH/HOUR) = 3.12 TOTAL AREA(ACRES) = 9.60 TOTAL RUNOFF (CFS) = 27.10 **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 1 20.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 13.10 RAINFALL INTENSITY(INCH/HR) = 3.12 TOTAL STREAM AREA(ACRES) = 9.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** ,?'V I)C: e . . STREAM NUMBER 1 2 RUNOFF (CFS) 254.29 403.91 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = TIME (MIN. ) 13.10 22.10 ESTIMATES ARE = 403.91 174.50 INTENSITY (INCH/HOUR) 3.122 2.370 AS FOLLOWS: Tc (MIN.) = 22.10 ============================================================================ END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 403.91 TOTAL AREA (ACRES) = 174.50 Tc (MIN.) = 22.10 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS 'JC TO A.D. 159. LINE .5. '?'? e e . **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-90 Advanced Engineering Software (aes) Ver. 5.8A Release Date: 8/28/90 Serial # 8198 Analysis prepared by: KEITH INTERNATIONAL, INC. - INLAND EMPIRE 22690 CACTUS AVENUE, SUITE 300 MORENO VALLEY, CA 92507 (909) 653-0234 FAX (909) 653-5308 ************************** DESCRIPTION OF STUDY * PALOMA DEL SOL * TRACT 24182 - STORM DRAIN - LINE "B" * 100 YEAR HYDROLOGY ************************** * * * ************************************************************************** FILE NAME: 24182B.DAT TIME/DATE OF STUDY: 19:50 2/10/1997 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE 10-YEAR STORM 10-MlNUTE INTENSITY (INCH/HOUR) = 10-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) = 100-YEAR STORM 10-MlNUTE INTENSITY (INCH/HOUR) 100-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 l-HOUR INTENSITY(INCH/HOUR) = 1.4000 SLOPE OF INTENSITY DURATION CURVE = .5271 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FOR FRICTION 2.360 .880 3.600 = 1. 400 .5505732 .5271139 .90 SLOPE **************************************************************************** FLOW PROCESS FROM NODE 430.00 TO NODE 430.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: FROM TRACT 24184 - LINE "B" TC(MIN) = 20.30 RAIN INTENSITY (INCH/HOUR) = 2.48 TOTAL AREA(ACRES) = 204.50 TOTAL RUNOFF (CFS) = 472.20 **************************************************************************** FLOW PROCESS FROM NODE 430.00 TO NODE 3 26.00 IS CODE = >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 66.0 INCH PIPE IS 48.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 25.0 1-1 ?p-.. e UPSTREAM NODE ELEVATION = 1117.00 DOWNSTREAM NODE ELEVATION = 1082.00 FLOWLENGTH(FEET) = 1290.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 472.20 TRAVEL TIME(MIN.) = .86 TC(MIN. ) = 21.16 **************************************************************************** FLOW PROCESS FROM NODE 430.00 TO NODE 26.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 63.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "G-3" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 880.00 UPSTREAM ELEVATION = 1154.20 DOWNSTREAM ELEVATION = 1135.00 ELEVATION DIFFERENCE = 19.20 TC = .303*[( 880.00**3)/( 19.20)]**.2 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8873 SUBAREA RUNOFF(CFS) 5.16 TOTAL AREA(ACRES) = 1.60 9.809 3.637 TOTAL RUNOFF (CFS) 5.16 **************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 63.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 9.81 RAINFALL INTENSITY(INCH/HR) = 3.64 TOTAL STREAM AREA(ACRES) = 1. 60 PEAK FLOW RATE (CFS) AT CONFLUENCE = 5.16 **************************************************************************** FLOW PROCESS FROM NODE 63.00 TO NODE 63.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: FLOWBY FROM TRACT 24184 - CoB. "A-1.1" TC(MIN) = 6.96 RAIN INTENSITY(INCH/HOUR) = 4.36 TOTAL AREA(ACRES) = .08 TOTAL RUNOFF (CFS) = .30 e **************************************************************************** FLOW PROCESS FROM NODE 63.00 TO NODE 63.00 IS CODE = 1 ---------------------------------------------------------------------------- '2'0 t" ?? e . . >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 6.96 RAINFALL INTENSITY (INCH/HR) = 4.36 TOTAL STREAM AREA (ACRES) = . 08 PEAK FLOW RATE(CFS) AT CONFLUENCE = .30 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 3.96 6.96 4.358 2 5.41 9.81 3.637 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA (ACRES) = ESTIMATES ARE AS FOLLOWS: 5.41 Tc(MIN.) = 1. 68 9.81 FLOW PROCESS FROM NODE 63.00 TO NODE 64.00 IS CODE = **************************************************************************** 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1135.00 1270.00 = 32.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "G-4" DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK 30.00 INTERIOR STREET CROSS FALL (DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 8.20 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 12.78 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.58 PRODUCT OF DEPTH&VELOCITY = 1.85 STREETFLOW TRAVELTIME (MIN) = 4.62 TC(MIN) 14.43 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.968 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8849 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) 5.51 SUMMED AREA(ACRES) = 3.78 TOTAL RUNOFF(CFS) 10.93 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .44 HALFSTREET FLOODWIDTH(FEET) 14.66 FLOW VELOCITY(FEET/SEC.) = 4.74 DEPTH*VELOCITY = 2.09 1094.20 CoB. "B-S" FLOW PROCESS FROM NODE 64.00 TO NODE 26.00 IS CODE = **************************************************************************** 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< 2'1 :JP e e . >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 18.3 UPSTREAM NODE ELEVATION = 1091.00 DOWNSTREAM NODE ELEVATION = 1084.00 FLOWLENGTH(FEET) = 50.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 10.93 TRAVEL TIME (MIN.) = .05 TC(MIN.) = 14.47 **************************************************************************** FLOW PROCESS FROM NODE 64.00 TO NODE 26.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * * PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 334.49 14.50 2.960 2 481.15 21.16 2.425 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 481.15 208.28 AS FOLLOWS: Tc (MIN.) = 21.16 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 3 28.00 IS CODE = >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 78.0 INCH PIPE IS 58.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 18.0 UPSTREAM NODE ELEVATION = 1082.00 DOWNSTREAM NODE ELEVATION = 1072.70 FLOWLENGTH(FEET) = 830.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) 78.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 481.15 TRAVEL TIME (MIN.) = .77 TC(MIN.) = 21.93 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 1 28.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 21.93 RAINFALL INTENSITY (INCH/HR) = 2.38 TOTAL STREAM AREA(ACRES) = 208.28 PEAK FLOW RATE (CFS) AT CONFLUENCE = 481.15 **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 7 30 ?^' e e . >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: FROM TRACT 24183. LINE "A" TC(MIN) = 15.12 RAIN INTENSITY(INCH/HOUR) = 2.90 TOTAL AREA (ACRES) = 22.20 TOTAL RUNOFF(CFS) = 59.30 **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.12 RAINFALL INTENSITY(INCH/HR) = 2.90 TOTAL STREAM AREA(ACRES) = 22.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 59.30 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 391. 05 529.90 TABLE * * TIME (MIN.) 15.12 21. 93 INTENSITY (INCH/HOUR) 2.895 2.380 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 529.90 230.48 AS FOLLOWS: Tc (MIN.) = 21. 93 **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 3 29.00 IS CODE = >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 87.0 INCH PIPE IS 69.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.9 UPSTREAM NODE ELEVATION = 1072.70 DOWNSTREAM NODE ELEVATION = 1068.40 FLOWLENGTHIFEET) = 650.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 87.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) = 529.90 TRAVEL TIME (MIN.) = .72 TC(MIN.) 22.65 **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 22.65 RAINFALL INTENSITYIINCH/HR) = 2.34 TOTAL STREAM AREA(ACRES) = 230.48 3\ '?~ e e . PEAK FLOW RATE(CFS) AT CONFLUENCE = 529.90 **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 7 29.00 IS CODE = >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: FROM TRACT 24183. UNE "B" TC(MIN) = 15.89 RAIN INTENSITY (INCH/HOUR) = 2.82 TOTAL AREA(ACRES) = 17.20 TOTAL RUNOFF(CFS) = 33.80 **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 1 29.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.89 RAINFALL INTENSITY(INCH/HR) = 2.82 TOTAL STREAM AREA(ACRES) = 17.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 33.80 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 405.48 557.93 TABLE ** TIME (MIN.) 15.89 22.65 INTENSITY ( INCH/HOUR) 2.820 2.339 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA (ACRES) = ESTIMATES ARE = 557.93 247.68 AS FOLLOWS: Tc (MIN.) = 22.65 **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 3 30.00 IS CODE = >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 84.0 INCH PIPE IS 63.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.9 UPSTREAM NODE ELEVATION = 1068.50 DOWNSTREAM NODE ELEVATION = 1067.80 FLOWLENGTH(FEET) = 70.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) 84.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) = 557.93 TRAVEL TIME (MIN.) = .07 TC(MIN.) 22.72 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 32- '3J,\ e e . FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = **************************************************************************** 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "G-1" ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 800.00 UPSTREAM ELEVATION = 1148.50 DOWNSTREAM ELEVATION = 1122.90 ELEVATION DIFFERENCE = 25.60 TC = .303*[( 800.00**3)/( 25.60)J**.2 = 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8879 SUBAREA RUNOFF{CFS} = 4.46 TOTAL AREA(ACRES) = 1.30 8.746 3.864 TOTAL RUNOFF(CFS) 4.46 FLOW PROCESS FROM NODE 61. 00 TO NODE 65.00 IS CODE = **************************************************************************** 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1122.90 800.00 = 38.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1083.50 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "G-2" DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 36.00 INTERIOR STREET CROSS FALL (DECIMAL) .020 OUTSIDE STREET CROSSFALL(DEClMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) = 6.56 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 10.72 AVERAGE FLOW VELOCITY(FEET/sEC.) = 5.02 PRODUCT OF DEPTH&VELOCITY = 1.82 STREET FLOW TRAVELTIME (MIN) = 2.65 TC(MIN) 11.40 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.360 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8864 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) SUMMED AREA(ACRES) = 2.70 TOTAL RUNOFF(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 11.84 FLOW VELOCITY(FEET/sEC.) = 5.54 DEPTH*VELOCITY = 2.13 4.17 8.63 FLOW PROCESS FROM NODE 65.00 IS CODE = **************************************************************************** 1 61. 00 TO NODE >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 33 1>...0 e e . TIME OF CONCENTRATION(MIN.) = 11.40 RAINFALL INTENSITY(INCH/HRI = 3.36 TOTAL STREAM AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.63 *****.********************************************************************** FLOW PROCESS FROM NODE 64.50 TO NODE 2 65.00 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "G.6" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**31/(ELEVATION CHANGEI]**.2 INITIAL SUBAREA FLOW-LENGTH = 820.00 UPSTREAM ELEVATION = 1089.00 DOWNSTREAM ELEVATION = 1083.50 ELEVATION DIFFERENCE = 5.50 TC = .303*[( 820.00**31/( 5.50)J**.2 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8860 SUBAREA RUNOFF (CFS) = 3.18 TOTAL AREA (ACRES 1 = 1. 10 12.073 3.260 TOTAL RUNOFF (CFS) = 3.18 **************************************************************************** FLOW PROCESS FROM NODE 64.50 TO NODE 1 65.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.07 RAINFALL INTENSITY(INCH/HR) = 3.26 TOTAL STREAM AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.18 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 11. 63 11. 55 TABLE -- TIME (MIN. ) 11. 40 12.07 INTENSITY (INCH/HOUR 1 3.360 3.260 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRESI = ESTIMATES ARE = 11. 63 3.80 AS FOLLOWS: Tc (MIN.) = 11.40 CoB. "B-4" **************************************************************************** FLOW PROCESS FROM NODE 65.00 TO NODE 3 30.00 IS CODE = >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 34 A..' e e . DEPTH OF FLOW IN 18.0 INCH PIPE IS PIPEFLOW VELOCITY(FEET/SEC.) = 16.5 UPSTREAM NODE ELEVATION = 1077.00 DOWNSTREAM NODE ELEVATION = 1071.00 FLOWLENGTH(FEET) = 60.00 MANNING'S N ESTIMATED PIPE DIAMETER (INCH) = 18.00 PIPEFLOW THRU SUBAREA (CFS) 11.63 TRAVEL TIME (MIN.) = .06 TC (MIN.) = 7.6 INCHES .013 NUMBER OF PIPES 1 11.46 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 293.07 11. 46 3.350 2 566.04 22.72 2.336 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 566.04 251.48 AS FOLLOWS: Tc(MIN.) = 22.72 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 3 >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 84.0 INCH PIPE IS 64.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.9 UPSTREAM NODE ELEVATION = 1067.80 DOWNSTREAM NODE ELEVATION = 1066.80 FLOWLENGTH(FEET) = 100.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCH) 84.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) = 566.04 TRAVEL TIME(MIN.) = .09 TC(MIN.) 22.81 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 22.81 RAINFALL INTENSITY(INCH/HR) = 2.33 TOTAL STREAM AREA (ACRES) = 251.48 PEAK FLOW RATE (CFS) AT CONFLUENCE = 566.04 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 2 71. 00 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "G.7" ============================================================================ -35 * e e . ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 580.00 UPSTREAM ELEVATION = 1142.00 DOWNSTREAM ELEVATION = 1122.90 ELEVATION DIFFERENCE = 19.10 TC = .303*[( 580.00**3)/( 19.10)]**.2 7.646 100.00 YEAR RAINFALL INTENSITY (INCH/HOURI = 4.147 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8886 SUBAREA RUNOFF(CFS) = 3.69 TOTAL AREA(ACRESI = 1.00 TOTAL RUNOFF(CFS) 3.69 **************************************************************************** FLOW PROCESS FROM NODE 71.00 TO NODE 72 . 00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "G.8" ============================================================================ UPSTREAM ELEVATION = STREET LENGTH (FEETI = STREET HALFWIDTH(FEET) 1122.90 800.00 = 38.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1084.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 36.00 INTERIOR STREET CROSS FALL (DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DEClMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFSI 6.04 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .35 HALFSTREET FLOODWIDTH(FEETI = 10.16 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.08 PRODUCT OF DEPTH&VELOCITY = 1.78 STREET FLOW TRAVELTlME(MIN) = 2.62 TC(MIN) = 10.27 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) =' 3.550 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8870 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF (CFSI = 4.72 SUMMED AREA (ACRES I = 2.50 TOTAL RUNOFFICFSI 8.41 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTHIFEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 11.84 FLOW VELOCITY(FEET/SEC.) = 5.39 DEPTH*VELOCITY = 2.08 CoB. "B.3" **************************************************************************** FLOW PROCESS FROM NODE 72.00 TO NODE 31.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.2 UPSTREAM NODE ELEVATION = 1078.00 DOWNSTREAM NODE ELEVATION = 1070.00 FLOWLENGTH(FEET) = 180.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 30 ~~ e e e PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(MIN.) = .27 8.41 TC (MIN. ) 10.54 **************************************************************************** FLOW PROCESS FROM NODE 72.00 TO NODE 1 31.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.54 RAINFALL INTENSITY(INCH/HR) = 3.50 TOTAL STREAM AREA(ACRES) = 2.50 PEAK FLOW RATE (CFS) AT CONFLUENCE = 8.41 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. * * PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 269.84 10.54 3.502 2 571. 64 22.81 2.331 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 571. 64 253.98 22.81 AS FOLLOWS: Tc (MIN.) = **************************************************************************** FLOW PROCESS FROM NODE 31. 00 TO NODE 51. 00 IS CODE = 3 >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 84.0 INCH PIPE IS 64.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 18.1 UPSTREAM NODE ELEVATION = 1066.80 DOWNSTREAM NODE ELEVATION = 1062.70 FLOWLENGTH(FEET) = 400.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER(INCH) = 84.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 571.64 TRAVEL TIME(MIN.) = .37 TC(MIN.I 23.18 **************************************************************************** FLOW PROCESS FROM NODE 31. 00 TO NODE 51.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 23.18 RAINFALL INTENSITY (INCH/HR) = 2.31 TOTAL STREAM AREA(ACRES) = 253.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 571.64 **************************************************************************** 31 b(\ e . . FLOW PROCESS FROM NODE 51.20 TO NODE 2 51. 00 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "B-30" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNI FORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)}**.2 INITIAL SUBAREA FLOW-LENGTH = 480.00 UPSTREAM ELEVATION = 1081.00 DOWNSTREAM ELEVATION = 1073.50 ELEVATION DIFFERENCE = 7.50 TC = .303*[( 480.00**3)/( 7.50)J**.2 = 8.228 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.990 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8883 SUBAREA RUNOFF (CFS) = 3.90 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF (CFS) 3.90 CoB. "B-1" **************************************************************************** FLOW PROCESS FROM NODE 51. 20 TO NODE 1 51.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 8.23 RAINFALL INTENSITY(INCH/HR) = 3.99 TOTAL STREAM AREA(ACRES) = 1.10 PEAK FLOW RATE (CFS) AT CONFLUENCE = 3.90 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 206.81 8.23 3.990 2 573.89 23.18 2.311 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES I = ESTIMATES ARE = 573.89 255.08 AS FOLLOWS: Tc (MIN.) = 23.18 **************************************************************************** FLOW PROCESS FROM NODE 51. 00 TO NODE 55.00 IS CODE = 3 >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOWI<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 84.0 INCH PIPE IS 65.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.9 UPSTREAM NODE ELEVATION = 1062.80 DOWNSTREAM NODE ELEVATION = 1062.30 FLOWLENGTH(FEET) = 50.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 84.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFSI 573.89 TRAVEL TIME (MIN. I = .05 TC(MIN.) = 23.23 1 3'6 ~f, e . . **************************************************************************** FLOW PROCESS FROM NODE 51. 00 TO NODE 55.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 54.50 TO NODE 7 51. 50 IS CODE = >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: FROM TRACT 24182 - LINE "E" TC(MIN) = 16.80 RAIN INTENSITY (INCH/HOUR) = 2.74 TOTAL AREA(ACRES) = 23.70 TOTAL RUNOFF (CFS) = 60.80 **************************************************************************** FLOW PROCESS FROM NODE 54.50 TO NODE 1 51.50 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.80 RAINFALL INTENSITY (INCH/HR) = 2.74 TOTAL STREAM AREA(ACRES) = 23.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 60.80 **************************************************************************** FLOW PROCESS FROM NODE .10 TO NODE 2 50.00 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "8-10" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 950_00 UPSTREAM ELEVATION = 1094.20 DOWNSTREAM ELEVATION = 1086.30 ELEVATION DIFFERENCE = 7.90 TC = .303*(( 950.00**3)/( 7.90)]**.2 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8859 SUBAREA RUNOFF{CFS) = 4.01 TOTAL AREA(ACRES) = 1.40 12.266 3.233 4.01 TOTAL RUNOFF (CFS) **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 51.50 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "8-20" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1086.30 1080.00 = 38.00 1073.50 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK 36.00 31 ~ e e . INTERIOR STREET CROSS FALL (DECIMAL) = OUTSIDE STREET CROSS FALL I DECIMAL) = .020 .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 "TRAVELTIME COMPUTED USING MEAN FLOWICFS) 5.98 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .42 HALFSTREET FLOODWIDTHIFEET) = 13.53 AVERAGE FLOW VELOCITYIFEET/SEC.) = 3.01 PRODUCT OF DEPTH&VELOCITY = 1.26 STREETFLOW TRAVELTlME(MIN) = 5.98 TCIMIN) = 18.25 100.00 YEAR RAINFALL INTENSITY lINCH/HOUR) = 2.622 SOIL CLASSIFICATION IS "c" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8833 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 3.94 SUMMED AREA(ACRES) = 3.10 TOTAL RUNOFFICFS) 7.95 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTHIFEET) = .45 HALFSTREET FLOODWIDTHIFEET) = 15.22 FLOW VELOCITYIFEET/SEC.) = 3.21 DEPTH*VELOCITY = 1.45 CoB. "B-2" **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 1 51.50 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.25 RAINFALL INTENSITYIINCH/HR) = 2.62 TOTAL STREAM AREAIACRES) = 3.10 PEAK FLOW RATEICFS) AT CONFLUENCE = 7.95 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. * * PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 68.11 66.15 TABLE ** TIME IMIN. ) 16.80 18.25 INTENSITY lINCH/HOUR) 2.739 2.622 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 68.11 26.80 AS FOLLOWS: Tc (MIN.) = 16.80 **************************************************************************** FLOW PROCESS FROM NODE 51. 50 TO NODE 3 55.00 IS CODE = >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.2 UPSTREAM NODE ELEVATION = 1066.00 DOWNSTREAM NODE ELEVATION = 1064.50 FLOWLENGTH(FEET) = 50.00 MANNING'S N .013 40 ~'\ e e . ESTIMATED PIPE DIAMETER (INCH) PIPEFLOW THRU SUBAREA (CFS) TRAVEL TIME (MIN.) = .05 = 33.00 68.11 TC (MIN.) = NUMBER OF PIPES = 1 16.85 **************************************************************************** 55.00 TO NODE 55.00 IS CODE = 11 FLOW PROCESS FROM NODE >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 484.48 631. 41 TABLE ** TIME (MIN. ) 16.85 23.23 INTENSITY ( INCH/HOUR) 2.734 2.309 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE AS FOLLOWS: = 631.41 Tc(MIN.) = 281.88 23.23 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE (CFS) = 631.41 TOTAL AREA(ACRES) = 281.88 Tc (MIN.) = 23.23 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TO A.D. 159 - LlNE"W" END OF RATIONAL METHOD ANALYSIS 40A ht~ . . . ********************.*.***************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT IRCFC&WCD) 1978 HYDROLOGY MANUAL Ic) Copyright 1982-90 Advanced Engineering Software (aes) Ver. 5.8A Release Date: 8/28/90 Serial # 8198 Analysis prepared by: KEITH INTERNATIONAL, INC. - INLAND EMPIRE 22690 CACTUS AVENUE, SUITE 300 MORENO VALLEY, CA 92507 (909) 653-0234 FAX (909) 653-5308 ************************** DESCRIPTION OF STUDY * PALOMA DEL SOL * TRACT 24182 - STORM DRAIN - LINE "C" * 100 YEAR HYDROLOGY ************************** * * * ************************************************************************** FILE NAME: 24182C.DAT TIME/DATE OF STUDY: 21:21 11/22/1996 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE (INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE 10-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) = 10-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = 100-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) 100-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY (INCH/HOUR) = 1.4000 SLOPE OF INTENSITY DURATION CURVE = .5271 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FOR FRICTION 2.360 .880 3.600 1. 400 .5505732 .5271139 .90 SLOPE = FLOW PROCESS FROM NODE 101.00 TO NODE **************************************************************************** 2 102.00 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "C-1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 950.00 UPSTREAM ELEVATION = 1132.10 DOWNSTREAM ELEVATION = 1106.60 ELEVATION DIFFERENCE = 25.50 TC = .359*[( 950.00**3)/1 25.50)}**.2 100.00 YEAR RAINFALL INTENSITY lINCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) = 15.10 TOTAL AREAIACRES) = 5.30 11.499 3.344 .8522 TOTAL RUNOFFICFS) = <1./ 15.10 W\. e . . **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 6 102.50 IS CODE = >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "Coo2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1106.60 400.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1100.50 DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 ""TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 17.85 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .45 HALFSTREET FLOODWIDTH(FEET) = 17.19 AVERAGE FLOW VELOCITY (FEET/SEC.) = 3.34 PRODUCT OF DEPTH&VELOCITY = 1.49 STREET FLOW TRAVELTIME (MIN) = 2.00 TC(MIN) = 13.50 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.074 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8486 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) 5.48 SUMMED AREA(ACRES) = 7.40 TOTAL RUNOFF (CFS) = 20.58 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .47 HALFSTREET FLOODWIDTH(FEET) 18_31 FLOW VELOCITY(FEET/SEC.) = 3.42 DEPTH"VELOCITY = 1.59 CoB. "0-2" (EAST SIDE) **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 7 102.50 IS CODE = >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.50 RAIN INTENSITY (INCH/HOUR) = 3.07 TOTAL AREA(ACRES) = 4.00 TOTAL RUNOFF (CFS) = 11.10 FLOWBY FLOWS FROM C.B. "0-2" **************************************************************************** FLOW PROCESS FROM NODE 102.50 TO NODE 6 105.00 IS CODE = >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "C-3" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1100.50 220.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1099.60 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = 18.00 INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 ""TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 12.19 t3:> , A e e . STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .48 HALFSTREET FLOODWIDTH(FEET) = 19.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.81 PRODUCT OF DEPTH&VELOCITY = .87 STREET FLOW TRAVELTlME(MIN) = 2.03 TC(MIN) = 15.53 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.855 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8454 SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) SUMMED AREA(ACRES) = 4.90 TOTAL RUNOFF(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .48 HALFSTREET FLOODWIDTH(FEET) 19.44 FLOW VELOCITY(FEET/SEC.) = 1.97 DEPTH*VELOCITY = .95 2.17 13.27 FLOW PROCESS FROM NODE 105.00 IS CODE = **************************************************************************** 1 102.00 TO NODE >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 15.53 RAINFALL INTENSITY (INCH/HR) = 2.85 TOTAL STREAM AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.27 FLOW PROCESS FROM NODE 104.00 IS CODE = **************************************************************************** 2 103.00 TO NODE >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "C-4" ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 260.00 UPSTREAM ELEVATION = 1109.50 DOWNSTREAM ELEVATION = 1105.00 ELEVATION DIFFERENCE = 4.50 TC = .359*[( 260.00**3)/( 4.50)J**.2 7.476 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.197 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8607 SUBAREA RUNOFF(CFS) = 3.97 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 3.97 FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = **************************************************************************** 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1103.00 610.00 = 20.00 1099.60 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "C-S" DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSSFALL(DEClMAL) = .017 18.00 A..~ ~\ e e . OUTSIDE STREET CROSSFALL(DECIMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 8.35 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 14.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.03 PRODUCT OF DEPTH&VELOCITY = .83 -STREETFLOW TRAVELTIME(MIN) = 5.01 TC(MIN) = 12.49 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.202 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8504 SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF (CFS) = 8.71 SUMMED AREA(ACRES) = 4.30 TOTAL RUNOFF (CFS) 12.69 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .47 HALFSTREET FLOODWIDTH(FEET) 18.31 FLOW VELOCITY(FEET/SEC.) = 2.11 DEPTH*VELOCITY = .98 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.49 RAINFALL INTENSITY (INCH/HR) = 3.20 TOTAL STREAM AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.69 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 TABLE ** TIME (MIN. ) 12.49 15.53 FLOW RATE RUNOFF (CFS) 23.36 24.58 INTENSITY (INCH/HOUR) 3.202 2.855 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMI\TES ARE = 24.58 9.20 AS FOLLOWS: Tc (MIN.) = 15.53 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 107.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "C-6" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1099.60 700.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1095.40 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) .064 18.00 ~ d4 e e e SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) 30.22 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .56 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.07 PRODUCT OF DEPTH&VELOCITY = 1.72 STREETFLOW TRAVELTIME (MIN) = 3.81 TC(MIN) 19.34 100.00 YEAR RAINFALL INTENsITY(INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8399 SUBAREA AREA (ACRES) = 5.30 SUBAREA RUNOFF(CFS) = SUMMED AREA (ACRES) = 14.50 TOTAL RUNOFF (CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .60 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/sEC.) = 3.14 DEPTH*VELOCITY = 1.89 CoB. 's "C-S" & "C-6" 2.543 11. 32 35.90 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 107.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 19.34 RAIN INTENSITY (INCH/HOUR) = 2.54 TOTAL AREA(ACRES) = 13.50 TOTAL RUNOFF(CFS) = 33.40 FLOW INTERCEPTED BY CoB. 's "C-S" & "C-6" **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 116.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 2 109.00 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA .C-7" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 890.00 UPSTREAM ELEVATION = 1170.00 DOWNSTREAM ELEVATION = 1142.00 ELEVATION DIFFERENCE = 28.00 TC = .533*[( 890.00**3)/( 28.00)]**.2 = 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) *USER SPECIFIED (SUBAREA) : UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .8300 SUBAREA RUNOFF(CFS) 7.21 TOTAL AREA(ACRES) = 3.10 16.092 2.802 7.21 TOTAL RUNOFF(CFS) s~ oAr:: . e . **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 3 111.00 IS CODE = >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.6 UPSTREAM NODE ELEVATION = 1142.00 DOWNSTREAM NODE ELEVATION = 1117.50 FLOWLENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 7.21 TRAVEL TIME (MIN.) = .21 TC(MIN.) = 16.31 **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 1 111.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 16.31 RAINFALL INTENSITY (INCH/HR) = 2.78 TOTAL STREAM AREA(ACRES) = 3.10 PEAK FLOW RATE (CFS) AT CONFLUENCE = 7.21 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 2 111.00 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "C.B" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 435.00 UPSTREAM ELEVATION = 1136.10 DOWNSTREAM ELEVATION = 1117.50 ELEVATION DIFFERENCE = 18.60 TC = .359*[( 435.00**3)/( 18.60)J**.2 = 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 10.69 TOTAL AREA(ACRES) = 3.00 7.665 4.142 .8602 TOTAL RUNOFF(CFS) = 10.69 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 1 111.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 7.67 RAINFALL INTENSITY (INCH/HR) 4.14 TOTAL STREAM AREA(ACRES) = 3.00 5~ AI'"' e . . PEAK FLOW RATE (CFS) AT CONFLUENCE = 10.69 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. * * PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 14.08 7.67 4.142 2 14.39 16.31 2.782 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 14.08 6.10 7.67 AS FOLLOWS: Tc (MIN.) = **************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "C-g" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1117.50 730.00 = 20.00 1098.40 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .064 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) 21.24 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 16.06 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.51 PRODUCT OF DEPTH&VELOCITY = 1.93 STREET FLOW TRAVELTIME (MIN) = 2.70 TC(MIN) = 10.36 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.533 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8543 SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF (CFS) SUMMED AREA(ACRES) = 10.90 TOTAL RUNOFF(CFS) END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .47 HALFSTREET FLOODWIDTH(FEET) = 18.31 FLOW VELOCITY(FEET/SEC.) = 4.74 DEPTH*VELOCITY = 2.21 14.49 28.56 CoB. "C.S" **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 115.00 IS CODE = 3 >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.5 UPSTREAM NODE ELEVATION = 1098.00 DOWNSTREAM NODE ELEVATION = 1097.00 FLOWLENGTH(FEET) = 140.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCH) = 30.00 NUMBER OF PIPES = 1 ~ : A"" e . . PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(MIN.) = .31 28.56 TC(MIN. ) 10.67 FLOW PROCESS FROM NODE 115.00 IS CODE = **************************************************************************** 1 112.00 TO NODE >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.67 RAINFALL INTENSITY (INCH/HR) = 3.48 TOTAL STREAM AREA(ACRES) = 10.90 PEAK FLOW RATE (CFS) AT CONFLUENCE = 28.56 FLOW PROCESS FROM NODE 114.00 IS CODE = **************************************************************************** 2 113.00 TO NODE >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "C-fO" ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 830.00 UPSTREAM ELEVATION = 1112.00 DOWNSTREAM ELEVATION = 1098.00 ELEVATION DIFFERENCE = 14.00 TC = .709*[( 830.00**3)/( 14.00)J**.2 = 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "Cn UNDEVELOPED WATERSHED -RUNOFF COEFFICIENT = .7133 SUBAREA RUNOFF(CFS) 5.06 TOTAL AREA(ACRES) = 3.10 23.611 2.289 TOTAL RUNOFF (CFS) 5.06 INLET "C-7" FLOW PROCESS FROM NODE 115.00 IS CODE = **************************************************************************** 1 114.00 TO NODE >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 23.61 RAINFALL INTENSITY(INCH/HR) = 2.29 TOTAL STREAM AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.06 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 30.85 23.86 TABLE ** TIME (MIN. ) 10.67 23.61 INTENSITY (INCH/HOUR) 3.478 2.289 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 30.85 Tc(MIN.) = 10.67 tL6 1;>1- e e . TOTAL AREA(ACRES) = 14.00 **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 116.00 IS CODE = 3 >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.7 UPSTREAM NODE ELEVATION = 1097.00 DOWNSTREAM NODE ELEVATION = 1095.00 FLOWLENGTH(FEET) = 150.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 30.85 TRAVEL TIME (MIN.) = .26 TC(MIN.) 10.93 **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 116.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFSI 49.73 56.24 TABLE ** TIME (MIN.) 10.93 19.34 INTENSITY (INCH/HOUR) 3.435 2.543 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 56.24 27.50 AS FOLLOWS: Tc (MIN.) = 19.34 **************************************************************************** FLOW PROCESS FROM NODE 116.00 TO NODE 117.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.1 UPSTREAM NODE ELEVATION ~ 1095_00 DOWNSTREAM NODE ELEVATION = 1091.00 FLOWLENGTH(FEET) = 535.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 56.24 TRAVEL TIME(MIN.) = .98 TC(MIN.) = 20.32 **************************************************************************** FLOW PROCESS FROM NODE 116.00 TO NODE 117.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.32 RAINFALL INTENSITY (INCH/HR) = 2.48 ~\ L!Q e e . TOTAL STREAM AREA(ACRESI = 27.50 PEAK FLOW RATE(CFSI AT CONFLUENCE = 56.24 **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MINI = 19.34 RAIN INTENSITY (INCH/HOURI = 2.54 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 2.50 FLOWBY FLOWS FROM C.B. ~ "C-S" & "C-6" **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 117.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "C-11" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEETI = STREET HALFWIDTH(FEET) 1095.40 625.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1091. 20 DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK 18.00 INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMALI = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 **TRAVELTlME COMPUTED USING MEAN FLOW(CFSI = 5.96 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.69 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.95 PRODUCT OF DEPTH&VELOCITY = .72 STREET FLOW TRAVELTlME(MIN) = 5.35 TC(MIN) = 24.69 100.00 YEAR RAINFALL INTENSITY (INCH/HOURI = 2.236 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8334 SUBAREA AREA(ACRES) = 3.70 SUBAREA RUNOFF(CFS) 6.89 SUMMED AREA(ACRES) = 4.70 TOTAL RUNOFF (CFSI 9.39 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEETI = .41 HALFSTREET FLOODWIDTH(FEETI 14.94 FLOW VELOCITY(FEET/SEC.) = 2.28 DEPTH*VELOCITY = .93 CoB. ~ 'C-3" & "C-4" **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 117.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 24.69 RAINFALL INTENSITY (INCH/HR) = 2.24 TOTAL STREAM AREA(ACRES) = 4.70 PEAK FLOW RATE (CFS) AT CONFLUENCE = 9.39 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ~ ~o e . . CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 TABLE ** TIME (MIN. ) 20.32 24.69 FLOW RATE RUNOFF (CFS) 63.97 60.14 INTENSITY ( INCH/HOUR) 2.478 2.236 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 63.97 32.20 AS FOLLOWS: Tc(MIN.) = 20.32 **************************************************************************** FLOW PROCESS FROM NODE 117.00 TO NODE 3 122.00 IS CODE = >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.7 UPSTREAM NODE ELEVATION = 1091.00 DOWNSTREAM NODE ELEVATION = 1090.50 FLOWLENGTH(FEET) = 60.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) 39.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 63.97 TRAVEL TIME(MIN.) = .10 TC(MIN.) = 20.42 **************************************************************************** FLOW PROCESS FROM NODE 117.00 TO NODE 1 122.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.42 RAINFALL INTENSITY (INCH/HR) = 2.47 TOTAL STREAM AREA(ACRES) = 32.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 63.97 **************************************************************************** FLOW PROCESS FROM NODE 118.00 TO NODE 2 119.00 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "C-12" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*((LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 390.00 UPSTREAM ELEVATION = 1134.20 DOWNSTREAM ELEVATION = 1119.50 ELEVATION DIFFERENCE = 14.70 TC = .303*[( 390.00**3)/( 14.70)]**.2 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8896 SUBAREA RUNOFF(CFS) = 2.44 TOTAL AREA(ACRES) = .60 6.350 4.574 2.44 TOTAL RUNOFF{CFS) ~ J;I e e . **************************************************************************** FLOW PROCESS FROM NODE 119.00 TO NODE 120.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "C-13" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1119.50 960.00 = 32.00 1096.50 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK 30.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 --TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 4.90 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 10.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.64 PRODUCT OF DEPTH&VELOCITY = 1.33 STREETFLOW TRAVELTIME (MIN) = 4.39 TC(MIN) 10.74 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.467 SOIL CLASSIFICATION IS "e" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8867 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) 4.92 SUMMED AREA (ACRES) = 2.20 TOTAL RUNOFF(CFS) = 7.36 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .40 HALFSTREET FLOODWIDTH(FEET) 12.78 FLOW VELOCITY(FEET/SEC.) = 4.11 DEPTH-VELOCITY = 1.66 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 6 121.00 IS CODE = >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "C.14" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1096.50 820.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHESI = 6. 1091. 20 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 --TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 12.01 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .45 HALFSTREET FLOODWIDTH(FEETI = 17.19 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.25 PRODUCT OF DEPTH&VELOCITY = 1.00 STREET FLOW TRAVELTIME (MIN) = 6.08 TC(MINI 16.83 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF SUBAREA AREA(ACRES) = 4.00 SUMMED AREA(ACRES) = 6.20 2.736 COEFFICIENT .8434 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) = 9.23 16.59 ~f) en e . . END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .48 HALFSTREET FLOODWIDTH(FEET) = 19.44 FLOW VELOCITY(FEET/SEC.) = 2.46 DEPTH'VELOCITY = 1.19 CoB. 's "C-1" & "C-2" **************************************************************************** FLOW PROCESS FROM NODE 121. 00 TO NODE 1 122.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 16.83 RAINFALL INTENSITY (INCH/HR) = 2.74 TOTAL STREAM AREA(ACRES) = 6.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.59 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE .. STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 69.30 16.83 2.736 2 78.95 20.42 2.471 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 78.95 38.40 AS FOLLOWS: Tc (MIN.) = 20.42 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = TOTAL AREA (ACRES) = 78.95 38.40 Tc (MIN.) = 20.42 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS TO A.D. 159 - UNE "M" ~ ,c:;.s e . . **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-90 Advanced Engineering Software (aes) Ver. 5.8A Release Date: 8/28/90 Serial # 8198 Analysis prepared by: KEITH INTERNATIONAL, INC. - INLAND EMPIRE 22690 CACTUS AVENUE, SUITE 300 MORENO VALLEY, CA 92507 (909) 653-0234 FAX (909) 653-5308 ************************** DESCRIPTION OF STUDY ************************** * PALOMA DEL SOL * * TRACT 24182 - STORM DRAIN - LINE "D" * * 100 YEAR HYDROLOGY * ************************************************************************** FILE NAME: 24182D.DAT TIME/DATE OF STUDY: 21:21 11/22/1996 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE (INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE 10-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) = 10-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = lOa-YEAR STORM la-MINUTE INTENSITY (INCH/HOUR) 100-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) SLOPE OF la-YEAR INTENSITY-DURATION CURVE = SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY (INCH/HOUR) = 1.4000 SLOPE OF INTENSITY DURATION CURVE = .5271 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FOR FRICTION 2.360 .880 3.600 = 1. 400 .5505732 .5271139 SLOPE = .90 **************************************************************************** FLOW PROCESS FROM NODE 201. 00 TO NODE 2 202.00 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "0.1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNI FORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 740.00 UPSTREAM ELEVATION = 1131.10 DOWNSTREAM ELEVATION = 1104.40 ELEVATION DIFFERENCE = 26.70 TC = .359*[( 740.00**3)/( 26.70)]**.2 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 9.33 TOTAL AREA(ACRES) = 3.00 9.808 3.637 .8555 9.33 TOTAL RUNOFF(CFS) = ~1r rA - . . **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 6 203.00 IS CODE = >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "0.2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTHIFEET) = STREET HALFWIDTHIFEET) 1104.40 450.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1101. 40 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSSFALLIDECIMAL) .064 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFSI = 13.60 STREET FLOW MODEL RESULTS: STREET FLOWDEPTHIFEETI = .47 HALFSTREET FLOODWIDTH(FEET) = 18.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.26 PRODUCT OF DEPTH&VELOCITY = 1.05 STREETFLOW TRAVELTIME (MIN) = 3.32 TC(MIN) = 13.13 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8492 SUBAREA AREA(ACRESI = 3.20 SUBAREA RUNOFF(CFS) SUMMED AREA(ACRES) = 6.20 TOTAL RUNOFF (CFSI END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .48 HALFSTREET FLOODWIDTH(FEET) 19.44 FLOW VELOCITY(FEET/SEC.) = 2.64 DEPTH'VELOCITY = 1.28 C.Bo's "0.1" & "0.3" 3.119 8.48 17.81 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 1 203.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.13 RAINFALL INTENSITY(INCH/HR) = 3.12 TOTAL STREAM AREA (ACRES) = 6_20 PEAK FLOW RATE (CFS) AT CONFLUENCE = 17.81 **************************************************************************** FLOW PROCESS FROM NODE 102.50 TO NODE 7 102.50 IS CODE = >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.50 RAIN INTENSITY(INCH/HOUR) = 3.07 TOTAL AREA (ACRES I = 3.40 TOTAL RUNOFFICFS) = 9.50 FLOW INTERCEPTED BY C.B. "0.3" FROM TR. 24182 LINE "C" HYDROLOGY **************************************************************************** FLOW PROCESS FROM NODE 102.50 TO NODE 1 203.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< Cq~ cc e e . >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 13.50 RAINFALL INTENSITY (INCH/HR) = 3.07 TOTAL STREAM AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 TABLE ** TIME (MIN. ) 13.13 13.50 INTENSITY ( INCH/HOUR) 3.119 3.073 FLOW RATE RUNOFF (CFS) 27.05 27.05 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 27.05 9.60 13.13 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AS FOLLOWS: Tc (MIN.) = END OF STUDY SUMMARY: PEAK FLOW RATE (CFS) = TOTAL AREA (ACRES) = 27.05 9.60 Tc(MIN.) = 13.13 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TO A.D. 159 - LINE .5. END OF RATIONAL METHOD ANALYSIS ,~G ~t>... e e . **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-90 Advanced Engineering Software (aes) Ver. 5.8A Release Date: 8/28/90 Serial # 8198 Analysis prepared by: KEITH INTERNATIONAL, INC. - INLAND EMPIRE 22690 CACTUS AVENUE, SUITE 300 MORENO VALLEY, CA 92507 (909) 653-0234 FAX (909) 653-5308 ************************** DESCRIPTION OF STUDY * PALOMA DEL SOL * TRACT 24182 - STORM DRAIN - LINE "E" * 100 YEAR HYDROLOGY ************************** * * * ************************************************************************** FILE NAME: 24182E.DAT TIME/DATE OF STUDY: 10:35 11/25/1996 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE 10-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) = 10-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = 100-YEAR STORM 10-MlNUTE INTENSITY (INCH/HOUR) 100-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY (INCH/HOUR) = 1.4000 SLOPE OF INTENSITY DURATION CURVE = .5271 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FOR FRICTION 2.360 .880 3.600 = 1. 400 .5505732 .5271139 .90 SLOPE = **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "E-1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 535.00 UPSTREAM ELEVATION = 1096.50 DOWNSTREAM ELEVATION = 1088.30 ELEVATION DIFFERENCE = 8.20 TC = .359*[( 535.00**3)/( 8.20)]**.2 = 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) = 6.99 TOTAL AREA(ACRES) = 2.30 10.223 3.558 .8546 TOTAL RUNOFF(CFS) = 6.99 C;,? ,C'1 e . . **************************************************************************** FLOW PROCESS FROM NODE 41. 00 TO NODE 42.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "E-2" ============================================================================ UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1088.30 575.00 = 20.00 1077.60 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 18.00 INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) 10.54 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.69 AVERAGE FLOW VELOCITY(FEET/sEC.) = 3.44 PRODUCT OF DEPTH&VELOCITY = 1.27 STREET FLOW TRAVELTIME (MIN) = 2.78 TC(MIN) = 13.01 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.134 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8495 SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) 7.19 SUMMED AREA (ACRES) = 5.00 TOTAL RUNOFF(CFS) 14.18 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 14.94 FLOW VELOCITY(FEET/sEC.) = 3.44 DEPTH*VELOCITY = 1.41 **************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "E-3" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1077.60 370.00 = 20.00 1073.70 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK 18.00 INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) 17.25 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .47 HALFSTREET FLOODWIDTH(FEET) = 18.31 AVERAGE FLOW VELOCITY(FEET/sEC.) = 2.86 PRODUCT OF DEPTH&VELOCITY = 1.33 STREET FLOW TRAVELTlME(MIN) = 2.15 TC(MIN) 15.16 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.891 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8459 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF (CFS) = 6.11 4~ c?, e e . SUMMED AREA(ACRES) = 7.50 TOTAL RUNOFF(CFS) = 20.30 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .48 HALFSTREET FLOODWIDTH(FEET) = 19.44 FLOW VELOCITY(FEET/SEC.) = 3.01 DEPTH*VELOCITY = 1.46 C.B.'s "E-3" & "E-4" **************************************************************************** FLOW PROCESS FROM NODE 43.00 TO NODE 49.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.16 RAIN INTENSITY(INCH/HOUR) = 2.89 TOTAL AREA (ACRES) = 3.80 TOTAL RUNOFF (CFS) = 10.40 FLOW INTERCEPTED BY C.B. s "E-3" & "E-4" **************************************************************************** FLOW PROCESS FROM NODE 43.00 TO NODE 1 49.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 15.16 RAINFALL INTENSITY (INCH/HR) = 2.89 TOTAL STREAM AREA (ACRES) = 3.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.40 **************************************************************************** FLOW PROCESS FROM NODE 44.00 TO NODE 45.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "E-4" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 690.00 UPSTREAM ELEVATION = 1094.00 DOWNSTREAM ELEVATION = 1084.30 ELEVATION DIFFERENCE = 9.70 TC = .359*[( 690.00**3)/( 9.70)]**.2 = 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS tiC" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 9.97 TOTAL AREA (ACRES) = 3.50 11.516 3.342 .8521 TOTAL RUNOFF(CFS) = 9.97 **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 6 46.00 IS CODE = >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "E.S" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1084.30 320.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1079.10 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) = .017 [J\ J;-..3 e e e OUTSIDE STREET CROSS FALL (DECIMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) 14.09 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 14.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.42 PRODUCT OF DEPTH&VELOCITY = 1.40 STREET FLOW TRAVELTIME (MIN) = 1.56 TC(MIN) = 13.07 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.126 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8493 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) 8.23 SUMMED AREA(ACRES) = 6.60 TOTAL RUNOFF(CFS) = 18.20 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .45 HALFSTREET FLOODWIDTH(FEET) = 17.19 FLOW VELOCITY(FEET/SEC.) = 3.40 DEPTH*VELOCITY = 1.52 FLOW PROCESS FROM NODE 46.00 TO NODE 47.00 IS CODE = **************************************************************************** 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "E.6" UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1079.10 320.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1075.80 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .064 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 21.80 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .48 HALFSTREET FLOODWIDTH(FEET) = 19.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.23 PRODUCT OF DEPTH&VELOCITY = 1.57 STREETFLOW TRAVELTIME (MIN) = 1.65 TC(MIN) 14_72 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.936 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8466 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 7.21 SUMMED AREA (ACRES) = 9.50 TOTAL RUNOFF(CFS) 25.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .50 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.38 DEPTH*VELOCITY = 1.70 FLOW PROCESS FROM NODE 47.00 TO NODE 48.00 IS CODE = **************************************************************************** 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "E-7" UPSTREAM ELEVATION = 1075.80 DOWNSTREAM ELEVATION = ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1074.60 r:,..., (fa e STREET LENGTH (FEET) = 220.00 STREET HALFWIDTH(FEET) = 20.00 CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK 18.00 INTERIOR STREET CROSSFALL(DECIMAL) .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 28.85 ***STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .56 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.93 PRODUCT OF DEPTH&VELOCITY = 1.65 STREETFLOW TRAVELTIME (MIN) = 1.25 TC(MIN) = 15.98 . 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.812 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8447 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 6.89 SUMMED AREA(ACRES) = 12.40 TOTAL RUNOFF(CFS) = 32.29 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .58 HALFSTREET FLOODWIDTH(FEET) 20.00 FLOW VELOCITY(FEET/SEC.) = 3.04 DEPTH*VELOCITY = 1.77 C.Bo's "E-S" & "E.6" **************************************************************************** FLOW PROCESS FROM NODE 48.00 TO NODE 49.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.98 RAIN INTENSITY(INCH/HOUR) = 2.81 TOTAL AREA(ACRES) = 9.30 TOTAL RUNOFF (CFS) = 24.20 FLOW INTERCEPTED BY C.B. 's "E.S" & "E-6" **************************************************************************** FLOW PROCESS FROM NODE 48.00 TO NODE 49.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 15.98 RAINFALL INTENSITY (INCH/HR) = 2.81 TOTAL STREAM AREA(ACRES) = 9.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. . ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) fe' rl e e . 1 2 33.36 34.32 15.16 15.98 2.891 2.812 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 34.32 13.10 AS FOLLOWS: Tc (MIN.) = 15.98 **************************************************************************** FLOW PROCESS FROM NODE 49.00 TO NODE 3 54.00 IS CODE = >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.8 UPSTREAM NODE ELEVATION = 1074.00 DOWNSTREAM NODE ELEVATION = 1073.35 FLOWLENGTH(FEET) = 130.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) = 34.32 TRAVEL TIME(MIN.) = .32 TC(MIN.) 16.30 **************************************************************************** FLOW PROCESS FROM NODE 49.00 TO NODE 54.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 43.00 TO NODE 49.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.16 RAIN INTENSITY (INCH/HOUR) = 2.89 TOTAL AREA(ACRES) = 1.85 TOTAL RUNOFF (CFS) = 4.95 FLOWBY FLOWS FROM C.B.:S "E-3" & "E-4" **************************************************************************** FLOW PROCESS FROM NODE 43.00 TO NODE 49.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 15.16 RAINFALL INTENSITY(INCH/HR) = 2.89 TOTAL STREAM AREA(ACRES) = 1.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.95 **************************************************************************** FLOW PROCESS FROM NODE 48.00 TO NODE 49.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.98 RAIN INTENSITY(INCH/HOUR) = 2.81 ~ G2 e e e TOTAL AREA (ACRES) = 1. 55 TOTAL RUNOFF(CFS) = 4.05 FLOWBY FLOWS FROM C.B. s "E.S" & "E-6" ***************************************************...********************** FLOW PROCESS FROM NODE 48.00 TO NODE 1 49.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 15.98 RAINFALL INTENSITY(INCH/HR) = 2.81 TOTAL STREAM AREA(ACRES) = 1.55 PEAK FLOW RATE (CFS) AT CONFLUENCE = 4.05 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. * * PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 8.79 15.16 2.891 2 8.86 15.98 2.812 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 8.79 3.40 AS FOLLOWS: Tc(MIN.) = 15.16 **************************************************************************** FLOW PROCESS FROM NODE 49.00 TO NODE 51.10 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "E-8" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1074.10 170.00 = 20.00 1073.20 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) = 9.03 ***STREETFLOW SPLITS OVER STREET-CROWN*** FULL DEPTH (FEET) = .49 FLOODWIDTH(FEET) = 20.00 FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.24 SPLIT DEPTH (FEET) = .29 SPLIT FLOODWIDTH(FEET) = 8.19 SPLIT VELOCITY(FEET/SEC.) = 1.42 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) .49 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.24 PRODUCT OF DEPTH&VELOCITY = loll STREETFLOW TRAVELTlME(MIN) = 1.26 TC(MIN) = 16.42 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT 2.772 .8440 "\. " <;-..3 e SUBAREA AREA(ACRES) = .20 SUBAREA RUNOFF(CFS) = SUMMED AREA (ACRES) = 3.60 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .49 HALFSTREET FLOODWIDTH(FEET) 20.00 FLOW VELOCITY(FEET/SEC.) = 2.24 DEPTH*VELOCITY = 1.11 .47 9.26 **************************************************************************** FLOW PROCESS FROM NODE 49.00 TO NODE 51.10 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 16.42 RAINFALL INTENSITY(INCH/HR) = 2.77 TOTAL STREAM AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.26 **************************************************************************** FLOW PROCESS FROM NODE 50.10 TO NODE 51.10 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "E-S" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- e ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 530.00 UPSTREAM ELEVATION = 1078.30 DOWNSTREAM ELEVATION = 1073.20 ELEVATION DIFFERENCE = 5.10 TC = .359*[( 530.00**3)/( 5.10)J**.2 = 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 3.47 TOTAL AREA (ACRES) = 1.20 11.179 3.395 .8528 TOTAL RUNOFF(CFS) = 3.47 **************************************************************************** FLOW PROCESS FROM NODE 50.10 TO NODE 51.10 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 11.18 RAINFALL INTENSITY(INCH/HR) = 3.39 TOTAL STREAM AREA (ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.47 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY . NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.78 11.18 3.395 2 12.10 16.42 2.772 -,\1,. (;4- . e . COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 12.10 4.80 AS FOLLOWS: Tc (MIN.) = 16.42 CoB. "E-2" **************************************************************************** FLOW PROCESS FROM NODE 51.10 TO NODE 54.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** PEAK STREAM NUMBER 1 2 TABLE ** TIME (MIN.) 16.30 16.42 INTENSITY ( INCH/HOUR) 2.783 2.772 FLOW RATE RUNOFF (CFS) 46.32 46.27 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 46.32 17.90 AS FOLLOWS: Tc (MIN.) = 16.30 **************************************************************************** FLOW PROCESS FROM NODE 54.00 TO NODE 54.50 IS CODE = 3 >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.5 UPSTREAM NODE ELEVATION = 1073.35 DOWNSTREAM NODE ELEVATION = 1073.00 FLOWLENGTH(FEET) = 70.00 MANNING'S N ESTIMATED PIPE DIAMETER (INCH) 39.00 PIPEFLOW THRU SUBAREA (CFS) 46.32 TRAVEL TIME (MIN.) = .16 TC (MIN. ) = .013 NUMBER OF PIPES = 1 16.45 **************************************************************************** FLOW PROCESS FROM NODE 54.00 TO NODE 54.50 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 43.00 TO NODE 7 49.00 IS CODE = >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.16 RAIN INTENSITY (INCH/HOUR) = 2.89 TOTAL AREA(ACRES) = 1.85 TOTAL RUNOFF(CFS) = 4.95 FLOWBY FLOWS FROM C.B.'s "E-3" & "E-4" **************************************************************************** FLOW PROCESS FROM NODE 43.00 TO NODE 1 49.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 "\~ G& e . . CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONIMIN.) = 15.16 RAINFALL INTENSITY (INCH/HR) = 2.89 TOTAL STREAM AREA(ACRES) = 1.85 PEAK FLOW RATE (CFS) AT CONFLUENCE = 4.95 **************************************************************************** FLOW PROCESS FROM NODE 48.00 TO NODE 49.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.98 RAIN INTENSITY (INCH/HOUR) = 2.81 TOTAL AREA (ACRES) = 1.55 TOTAL RUNOFF(CFS) = 4.05 FLOWBY FLOWS FROM C.B. s "E-S" & "E-6" **************************************************************************** FLOW PROCESS FROM NODE 48.00 TO NODE 49.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.98 RAINFALL INTENSITY (INCH/HR) = 2.81 TOTAL STREAM AREA (ACRES) = 1.55 PEAK FLOW RATE (CFS) AT CONFLUENCE = 4.05 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 8.79 8.86 TABLE ** TIME (MIN. ) 15.16 15.98 INTENSITY I INCH/ HOUR) 2.891 2.812 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) -TOTAL AREA (ACRES) = ESTIMATES ARE 8.79 3.40 AS FOLLOWS: Tc IMIN.) = 15.16 **************************************************************************** FLOW PROCESS FROM NODE 49.00 TO NODE 53.00 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "E.10" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH I F:;;ET) = STREET HALFWIDT:, (FEET) 1074.10 170.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1073.20 DISTANCE FROM C:~OWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET GROSSFALLIDECIMAL) = .064 SPECIFIED NUMBE:~ OF HALFSTREETS CARRYING RUNOFF 1 **TRAVEL'rIME COMPUTED USING MEAN FLOW (CFS) ***STREETFLOW SPLITS OVER STREET-CROWN*** 9.73 ~ GG e . . FULL DEPTH (FEET) = .49 FLOODWIDTH(FEET) = 20.00 FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.24 SPLIT DEPTH(FEET) = .33 SPLIT FLOODWIDTH(FEET) = 10.44 SPLIT VELOCITY(FEET/SEC.) = 1.60 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .49 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.24 PRODUCT OF DEPTH&VELOCITY = 1.11 STREETFLOW TRAVELTIME(MIN) = 1.26 TC(MIN) 16.42 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.772 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8440 SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 4.20 TOTAL RUNOFF(CFS) END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .49 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.24 DEPTH*VELOCITY = loll 1. 87 10.66 **************************************************************************** FLOW PROCESS FROM NODE 49.00 TO NODE 1 53.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.42 RAINFALL INTENSITY (INCH/HR) = 2.77 TOTAL STREAM AREA(ACRES) = 4.20 PEAK FLOW RATE (CFS) AT CONFLUENCE = 10.66 **************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 2 53.00 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "E-11" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 530.00 UPSTREAM ELEVATION = 1078.40 DOWNSTREAM ELEVATION = 1073.20 ELEVATION DIFFERENCE = 5.20 TC = .359*[( 530.00**3)/( 5.20)]**.2 = 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) = 4.64 TOTAL AREA (ACRES) = 1.60 11.135 3.402 .8528 TOTAL RUNOFF (CFS) = 4.64 **************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 ~r4 <:;;7 e . . CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 11.14 RAINFALL INTENSITY(INCH/HR) = 3.40 TOTAL STREAM AREA(ACRES) = 1.60 PEAK FLOW RATE (CFS) AT CONFLUENCE = 4.64 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 11.87 14.45 TABLE ** TIME (MIN. ) 11.14 16.42 INTENSITY (INCH/HOUR) 3.402 2.772 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA(ACRES) = ESTIMATES ARE = 14.45 5.80 AS FOLLOWS: Tc (MIN.) = 16.42 CoB. "E.1" **************************************************************************** FLOW PROCESS FROM NODE 53.00 TO NODE 54.50 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) ( INCH/HOUR) 1 60.68 16.42 2.772 2 60.75 16.45 2.769 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA (ACRES) = ESTIMATES ARE AS FOLLOWS: 60.75 Tc(MIN.) = 23.70 16.45 **************************************************************************** FLOW PROCESS FROM NODE 54.50 TO NODE 3 51. 50 IS CODE = >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.9 UPSTREAM NODE ELEVATION = 1073.00 DOWNSTREAM NODE ELEVATION = 1072.25 FLOWLENGTH(FEET) = 150.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 60.75 TRAVEL TIME (MIN.) = .31 TC(MIN.) = 16.77 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = TOTAL AREA (ACRES) = 60.75 23.70 Tc (MIN.) = 16_77 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS TO TRACT 24182. UNE "B" A.to G'8 e . . **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCDl 1978 HYDROLOGY MANUAL (c) Copyright 1982-90 Advanced Engineering Software (aes) Ver. 5.8A Release Date: 8/28/90 Serial # 8198 Analysis prepared by: KEITH INTERNATIONAL, INC. - INLAND EMPIRE 22690 CACTUS AVENUE, SUITE 300 MORENO VALLEY, CA 92507 (909) 653-0234 FAX (909) 653-5308 ************************** DESCRIPTION OF STUDY * PALOMA DEL SOL * TRACT 24183 - STORM DRAIN - LINE "A" * 100 YEAR HYDROLOGY ************************** * * * ************************************************************************** FILE NAME: 24183A.DAT TIME/DATE OF STUDY: 6:27 5/ 1/1996 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCHl = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE 10-YEAR STORM 10-MINUTE INTENSITY (INCH/HOURl = 10-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOURl = 100-YEAR STORM 10-MlNUTE INTENSITY (INCH/HOUR) 100-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY (INCH/HOUR) = 1.4000 SLOPE OF INTENSITY DURATION CURVE = .5271 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FOR FRICTION 2.360 .880 3.600 = 1. 400 .5505732 .5271139 .90 SLOPE **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2 2.00 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-f" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGEl]**.2 INITIAL SUBAREA FLOW-LENGTH = 800.00 UPSTREAM ELEVATION = 1124.00 DOWNSTREAM ELEVATION = 1106.50 ELEVATION DIFFERENCE = 17.50 TC = .359*[( 800.00**3)/( 17.50)]**.2 = 11.184 100.00 YEAR RAINFALL INTENSITY (INCH/HOURl = 3.394 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8527 SUBAREA RUNOFF(CFS) = 15.92 TOTAL AREA(ACRES) = 5.50 TOTAL RUNOFF (CFSl = 15.92 "'\" (;-9 e . . FLOW PROCESS FROM NODE 2.00 TO NODE 5.00 IS CODE = **************************************************************************** 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1106.50 790.00 = 20.00 1088.30 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "A.2" DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 23.31 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .45 HALFSTREET FLOODWIDTH(FEET) = 17.19 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.36 PRODUCT OF DEPTH&VELOCITY = 1.95 STREET FLOW TRAVELTIME (MIN) = 3.02 TC(MIN) = 14.20 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.992 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8475 SUBAREA AREA(ACRES) = 5.80 SUBAREA RUNOFF(CFS) 14.71 SUMMED AREA(ACRES) = 11.30 TOTAL RUNOFF(CFS) 30.62 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .48 HALFSTREET FLOODWIDTH(FEET) = 19.44 FLOW VELOCITY(FEET/SEC.) = 4.54 DEPTH"VELOCITY = 2.20 FLOW PROCESS FROM NODE 2.00 TO NODE 5.00 IS CODE = **************************************************************************** 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 14.20 RAINFALL INTENSITY (INCH/HR) = 2.99 TOTAL STREAM AREA(ACRES) = 11.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 30.62 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = **************************************************************************** 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "A-3" ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1148.00 DOWNSTREAM ELEVATION = 1123.00 ELEVATION DIFFERENCE = 25.00 TC = .359*[( 700.00**3)/( 25.00)J**.2 9.612 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.676 70 '\~() e SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8559 SUBAREA RUNOFF(CFS) = 14.16 TOTAL AREA(ACRES) = 4.50 TOTAL RUNOFF (CFS) = 14.16 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-4" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1123.00 500.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1088.30 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSS FALL (DECIMAL) .020 OUTSIDE STREET CROSS FALL (DECIMAL) = .064 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 20.18 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 11.84 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.47 PRODUCT OF DEPTH&VELOCITY = 2.49 STREETFLOW TRAVELTIME(MIN) = 1.29 TC(MIN) = 10.90 e 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.440 SOIL CLASSIFICATION IS lie" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8533 SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) = 12.04 SUMMED AREA(ACRES) = 8.60 TOTAL RUNOFF (CFS) = 26.19 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .41 HALFSTREET FLOODWIDTH(FEET) 12.97 FLOW VELOCITY (FEET/SEC.) = 7.13 DEPTH*VELOCITY = 2.90 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.90 RAINFALL INTENSITY(INCH/HR) = 3.44 TOTAL STREAM AREA(ACRES) = 8.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.19 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. * * PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) ( INCH/ HOUR) . 1 49.69 10.90 3.440 2 53.40 14.20 2.992 '\~ 71 e e . COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 53.40 19.90 AS FOLLOWS: Tc(MIN.) = 14.20 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6 6.00 IS CODE = >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A.S" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1088.30 100.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1086.30 DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 54.53 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .56 HALFSTREET FLOODWIDTH(FEETI = 20.00 AVERAGE FLOW VELOCITY(FEET/sEC.) = 5.53 PRODUCT OF DEPTH&VELOCITY = 3.11 STREETFLOW TRAVELTIME (MIN) = .30 TC(MINI 14.51 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8470 SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) SUMMED AREA(ACRES) = 20.80 TOTAL RUNOFF(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .56 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/sEC.) = 5.65 DEPTH*VELOCITY = 3.17 C.S:S "A.1" & "A-2" 2.959 2.26 55.66 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 3 27.00 IS CODE = >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.4 INCHES PIPEFLOW VELOCITY(FEET/sEC.) = 9.3 UPSTREAM NODE ELEVATION = 1077.50 DOWNSTREAM NODE ELEVATION = 1075.00 FLOWLENGTH(FEET) = 300.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 55.66 TRAVEL TIME (MIN.) = .54 TC(MIN.) = 15.04 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 1 27.00 IS CODE = "72 llf>O e . . >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.04 RAINFALL INTENSITY (INCH/HR) = 2.90 TOTAL STREAM AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 55.66 **************************************************************************** FLOW PROCESS FROM NODE 64.00 TO NODE 64.51 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "G.S" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 730.00 UPSTREAM ELEVATION = 1094.20 DOWNSTREAM ELEVATION = 1087.50 ELEVATION DIFFERENCE = 6.70 TC = .303*[( 730.00**3)/( 6.70)]**.2 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "c" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8867 SUBAREA RUNOFF(CFS) = 4.29 TOTAL AREA(ACRES) = 1.40 10.823 3.453 4.29 TOTAL RUNOFF(CFS) = C.B. "8-9.5" **************************************************************************** FLOW PROCESS FROM NODE 64.51 TO NODE 21.00 IS CODE = 3 >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.5 UPSTREAM NODE ELEVATION = 1082.00 DOWNSTREAM NODE ELEVATION = 1077.00 FLOWLENGTH(FEET) = 50.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 4.29 TRAVEL TIME(MIN.) = .07 TC(MIN.) 10.89 **************************************************************************** FLOW PROCESS FROM NODE 64.51 TO NODE 1 27.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.89 RAINFALL INTENSITY(INCH/HR) = 3.44 TOTAL STREAM AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.29 73 00'- e e . RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE .. STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 44.58 10.89 3.442 2 59.28 15.04 2.903 COMPUTED CONFLUENCE PEAK FLOW RATEICFS) TOTAL AREA (ACRES) = ESTIMATES ARE AS FOLLOWS: = 59.28 Tc(MIN.) = 22.20 15.04 **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 IS CODE = 3 >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.2 UPSTREAM NODE ELEVATION = 1075.00 DOWNSTREAM NODE ELEVATION = 1074.50 FLOWLENGTH(FEET) = 50.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 59.28 TRAVEL TIME(MIN.) = .08 TC(MIN.) 15.12 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = TOTAL AREA(ACRES) = 59.28 22.20 Tc (MIN.) = 15.12 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS TO TRACT 24182 - UNE "B" 74 ~'lI e e . **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-90 Advanced Engineering Software (aes) Ver. 5.8A Release Date: 8/28/90 Serial # 8198 Analysis prepared by: KEITH INTERNATIONAL, INC. - INLAND EMPIRE 22690 CACTUS AVENUE, SUITE 300 MORENO VALLEY, CA 92507 (909) 653-0234 FAX (909) 653-5308 ************************** DESCRIPTION OF STUDY ************************** * PALOMA DEL SOL * * TRACT 24183 - STORM DRAIN - LINE "B" * * 100 YEAR HYDROLOGY * ************************************************************************** FILE NAME: 24183B.DAT TIME/DATE OF STUDY: 7:30 4/26/1996 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT (YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE 10-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) = lO-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = 100-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) 100-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 I-HOUR INTENSITY(INCH/HOUR) = 1.4000 SLOPE OF INTENSITY DURATION CURVE = .5271 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FOR FRICTION 2.360 .880 3.600 = 1. 400 .5505732 .5271139 SLOPE = .90 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 2 12.00 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "S-1" ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 550.00 UPSTREAM ELEVATION = 1090.00 DOWNSTREAM ELEVATION = 1085.50 ELEVATION DIFFERENCE = 4.50 TC = .709*[( 550.00**3)/( 4.50)]**.2 23.145 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.313 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7149 SUBAREA RUNOFF(CFS) = 4.63 TOTAL AREA(ACRES) = 2.80 TOTAL RUNOFF(CFS) = 4.63 ~~ 7S e e . **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 12.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 23.15 RAINFALL INTENSITY(INCH/HR) = 2.31 TOTAL STREAM AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.63 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "B-2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 300.00 UPSTREAM ELEVATION = 1087.00 DOWNSTREAM ELEVATION = 1085.50 ELEVATION DIFFERENCE = 1.50 TC = .359*[( 300.00**3)/( 1.50)]**.2 = 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) = 3.05 TOTAL AREA(ACRESI = 1.00 10.148 3.572 .8548 3.05 TOTAL RUNOFF(CFS) = **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 10.15 RAINFALL INTENSITY(INCH/HR) = 3.57 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.05 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. * * PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. I (INCH/HOUR) 1 5.08 10.15 3.572 2 6.61 23.15 2.313 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS I TOTAL AREA (ACRES) = AS FOLLOWS: Tc (MIN.) = 23.15 ESTIMATES ARE = 6.61 3.80 ""JIG ~~ e . . FLOW PROCESS FROM NODE 12.00 TO NODE 15.00 IS CODE = **************************************************************************** 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1085.50 250.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "8-3" DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .064 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 9.37 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 16.06 AVERAGE FLOW VELOCITY(FEET/sEC.) = 1.99 PRODUCT OF DEPTH&VELOCITY = .85 STREET FLOW TRAVELTlME(MIN) = 2.10 TC(MIN) = 25.24 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.210 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8328 SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) 5.52 SUMMED AREA(ACRES) = 6.80 TOTAL RUNOFF(CFS) = 12.13 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .45 HALFSTREET FLOODWIDTH(FEET) 17.19 FLOW VELOCITY(FEET/sEC.) = 2.27 DEPTH*VELOCITY = 1.01 1084.00 FLOW PROCESS FROM NODE 12.00 TO NODE 15.00 IS CODE = **************************************************************************** 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 25.24 RAINFALL INTENSITY (INCH/HR) = 2.21 TOTAL STREAM AREA(ACRES) = 6.80 PEAK FLOW RATE (CFS) AT CONFLUENCE = 12.13 FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = **************************************************************************** 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "8-4" ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 750.00 UPSTREAM ELEVATION = 1118.00 DOWNSTREAM ELEVATION = 1112.00 ELEVATION DIFFERENCE = 6.00 TC = .359*[( 750.00**3)/( 6.00)]**.2 = 13.327 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.094 SOIL CLASSIFICATION IS "C" 77 ClJI;, e CONDOMINIUM DEVELOPMENT SUBAREA RUNOFF(CFS) = TOTAL AREA (ACRES) = RUNOFF COEFFICIENT = .8489 15.23 5.80 TOTAL RUNOFF(CFS) = 15.23 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "8-S" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1112.00 650.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1084.00 DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 20.81 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 14.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.05 PRODUCT OF DEPTH&VELOCITY = 2.06 STREET FLOW TRAVELTIME(MIN) = 2.14 TC(MIN) 15.47 . 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.860 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8455 SUBAREA AREA(ACRES) = 4.60 SUBAREA RUNOFF(CFS) = 11.12 SUMMED AREA(ACRES) = 10.40 TOTAL RUNOFF(CFS) 26.36 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 16.06 FLOW VELOCITY(FEET/SEC.) = 5.60 DEPTH*VELOCITY = 2.39 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.47 RAINFALL INTENSITY(INCH/HR) = 2.86 TOTAL STREAM AREA (ACRES) = 10. 40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.36 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 33.79 15.47 2.860 . 2 32.49 25.24 2.210 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: w 78 e e . PEAK FLOW RATE(CFS) = TOTAL AREA (ACRES) = 15.47 33.79 17 .20 Tc(MIN. ) C.B. 's "8-1" & "8-2" **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 3 29.00 IS CODE = >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.0 UPSTREAM NODE ELEVATION = 1074.00 DOWNSTREAM NODE ELEVATION = 1070.50 FLOWLENGTH(FEET) = 250.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCH) 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 33.79 TRAVEL TIME(MIN.) = .42 TC(MIN.) = 15.89 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = TOTAL AREA (ACRES) = 33.79 17.20 Tc (MIN.) = 15.89 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS TO TRACT 24182 - UNE "B' 7.3 q;.. e . . **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-90 Advanced Engineering Software (aes) Ver. 5.8A Release Date: 8/28/90 Serial # 8198 Analysis prepared by: KEITH INTERNATIONAL, INC. - INLAND EMPIRE 22690 CACTUS AVENUE, SUITE 300 MORENO VALLEY, CA 92507 (909) 653-0234 FAX (909) 653-5308 ************************** DESCRIPTION OF STUDY * TRACT 24182 & 24183 - MASS GRADING * 100 YEAR HYDROLOGY * INTERIM CONDITION ************************** * * * ************************************************************************** FILE NAME: 24182I.DAT TIME/DATE OF STUDY: 14:57 6/24/1996 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE 10-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) = 10-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = 100-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) 100-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 I-HOUR INTENSITY (INCH/HOUR) = 1.4000 SLOPE OF INTENSITY DURATION CURVE = .5271 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FOR FRICTION 2.360 .880 3.600 1. 400 .5505732 .5271139 .90 SLOPE **************************************************************************** FLOW PROCESS FROM NODE 1. 00 TO NODE 2 2.00 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1094.00 DOWNSTREAM ELEVATION = 1075.00 ELEVATION DIFFERENCE = 19.00 TC = .533*[( 1000.00**3)/( 19.00)]**.2 = 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "c" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7310 SUBAREA RUNOFF (CFS) = 13.83 TOTAL AREA(ACRES) = 7.30 18.649 2.592 TOTAL RUNOFF (CFS) 13.83 VjJb ~ . e . FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 51 **************************************************************************** >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION = 1075.00 DOWNSTREAM NODE ELEVATION = 1071.00 CHANNEL LENGTH THRU SUBAREA (FEET) = 400.00 CHANNEL SLOPE = .0100 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 20.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA (CFS) = 13.83 FLOW VELOCITY (FEET/SEC) = 2.14 FLOW DEPTH(FEET) = .54 TRAVEL TIME(MIN.) = 3.12 TC(MIN.) = 21.77 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = **************************************************************************** 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "A-2" 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.389 SOIL CLASSIFICATION IS "c" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7196 SUBAREA AREA(ACRES) 12.70 SUBAREA RUNOFF(CFS) TOTAL AREA (ACRES) = 20.00 TOTAL RUNOFF (CFS) = TC(MIN) = 21.77 21.83 35.66 FLOW PROCESS FROM NODE 10.00 TO NODE 11 . 00 I S CODE = **************************************************************************** 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "8-1" ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 1115.00 DOWNSTREAM ELEVATION = 1110.00 ELEVATION DIFFERENCE = 5.00 TC = .533*[( 500.00**3)/( 5.00)]**_2 = 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7416 SUBAREA RUNOFF(CFS) = 7.90 TOTAL AREA (ACRES) = 3.80 16.069 2.804 7.90 TOTAL RUNOFF (CFS) = FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 51 **************************************************************************** >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION = 1110.00 DOWNSTREAM NODE ELEVATION ~ 1107.00 CHANNEL LENGTH THRU SUBAREA (FEET) 310.00 CHANNEL SLOPE = .0097 &1 ~C\. e e . CHANNEL BASE (FEET) = 1. 00 "Z" FACTOR = 20.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA (CFS) = 7.90 FLOW VELOCITY (FEET/SEC) = 1.84 FLOW DEPTH(FEET) = .44 TRAVEL TIME (MIN.) = 2.82 TC(MIN.) = 18.88 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = **************************************************************************** 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< AREA "8-2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.575 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7301 SUBAREA AREA(ACRES) 8.80 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 12.60 TOTAL RUNOFF (CFS) = TC(MIN) = 18.88 16.54 24.44 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 51 **************************************************************************** >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION = 1107.00 DOWNSTREAM NODE ELEVATION = 1102.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = .0090 CHANNEL BASE(FEET) = 1.00 "z" FACTOR = 20.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA (CFS) = 24.44 FLOW VELOCITY (FEET/SEC) = 2.38 FLOW DEPTH(FEET) .69 TRAVEL TIME(MIN.) = 3.50 TC(MIN.) = 22.38 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = **************************************************************************** 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ AREA "8.3" 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.354 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7175 SUBAREA AREA(ACRES) = 12.80 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) 25.40 TOTAL RUNOFF(CFS) = TC(MIN) = 22.38 21. 62 46.07 FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 51 **************************************************************************** >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION = 1102.50 DOWNSTREAM NODE ELEVATION = 1099.00 CHANNEL LENGTH THRU SUBAREA(FEET) ~ 280.00 CHANNEL SLOPE = .0125 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 20.000 ISQ. ~ e e . MANNING'S FACTOR = .030 MAXIMUM DEPTH (FEET) = 1.00 CHANNEL FLOW THRU SUBAREA (CFS) = 46.07 FLOW VELOCITY (FEET/SEC) = 3.16 FLOW DEPTH(FEET) .83 TRAVEL TIME (MIN.) = 1.48 TC(MIN.) = 23.86 FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = **************************************************************************** 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "8-4" 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.277 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7125 SUBAREA AREA(ACRES) = 15.90 SUBAREA RUNOFF (CFS) = TOTAL AREA(ACRES) 41.30 TOTAL RUNOFF(CFS) = TC(MIN) = 23.86 25.79 71. 86 FLOW PROCESS FROM NODE 20.00 TO NODE 21. 00 IS CODE = **************************************************************************** 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "C-1" ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*((LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 990.00 UPSTREAM ELEVATION = 1155.00 DOWNSTREAM ELEVATION = 1106.00 ELEVATION DIFFERENCE = 49.00 TC = .533*(( 990.00**3)/( 49.00)]**.2 = 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "c" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7447 SUBAREA RUNOFF(CFS) = 12.41 TOTAL AREA(ACRES) = 5.80 15.337 2.873 12.41 TOTAL RUNOFF(CFS) FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 51 **************************************************************************** >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTlME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 1106.00 DOWNSTREAM NODE ELEVATION = 1100.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 970.00 CHANNEL SLOPE = .0062 CHANNEL BASE(FEET) = 1.00 "z" FACTOR = 20.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA (CFS) = 12.41 FLOW VELOCITY (FEET/SEC) = 1.73 FLOW DEPTH(FEET) .58 TRAVEL TlME(MIN.) = 9.36 TC(MIN.) = 24.70 FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = **************************************************************************** 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 83 AREA "C-2" ~ e . . ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.235 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7098 SUBAREA AREA(ACRES) 6.30 SUBAREA RUNOFF (CFS) = TOTAL AREA(ACRES) = 12.10 TOTAL RUNOFF(CFS) = TC(MIN) = 24.70 9.99 22.41 FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 51 **************************************************************************** >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTlME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION = 1100.00 DOWNSTREAM NODE ELEVATION = 1095.00 CHANNEL LENGTH THRU SUBAREA (FEET) = 970.00 CHANNEL SLOPE = .0052 CHANNEL BASE(FEET) = 1.00 "z" FACTOR = 20.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA (CFS) = 22.41 FLOW VELOCITY (FEET/SEC) = 1.89 FLOW DEPTH(FEET) .74 TRAVEL TlME(MIN.) = 8.54 TC(MIN.) = 33.24 FLOW PROCESS FROM NODE 22.00 TO NODE 23. 00 IS CODE = **************************************************************************** 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "C-3" 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 1.911 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6852 SUBAREA AREA(ACRES) = 10.20 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) 22.30 TOTAL RUNOFF (CFS) = TC(MIN) = 33.24 13.36 35.76 FLOW PROCESS FROM NODE 23.00 TO NODE 26.00 IS CODE = 51 **************************************************************************** >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTlME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION = 1095.00 DOWNSTREAM NODE ELEVATION = 1092.00 CHANNEL LENGTH THRU SUBAREA (FEET) = 370.00 CHANNEL SLOPE = .0081 CHANNEL BASE (FEET) = 1.00 "Z" FACTOR = 20.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH (FEET) = 1.00 CHANNEL FLOW THRU SUBAREA (CFS) = 35.76 FLOW VELOCITY (FEET/SEC) = 2.51 FLOW DEPTH(FEET) .82 TRAVEL TIME (MIN.) = 2.46 TC(MIN.) = 35.70 FLOW PROCESS FROM NODE 23.00 TO NODE 26.00 IS CODE = **************************************************************************** 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "C-4" 84 '''' e . . 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.841 SOIL CLASSIFICATION IS "c" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6790 SUBAREA AREA(ACRES) 5.40 SUBAREA RUNOFF (CFS) = TOTAL AREA(ACRES) = 27.70 TOTAL RUNOFF(CFS) = TC(MIN) = 35.70 6.75 42.51 **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 1 26.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 35.70 RAINFALL INTENSITY (INCH/HR) = 1.84 TOTAL STREAM AREA(ACRES) = 27.70 PEAK FLOW RATE (CFS) AT CONFLUENCE = 42.51 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "C-S" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 860.00 UPSTREAM ELEVATION = 1170.00 DOWNSTREAM ELEVATION = 1105.00 ELEVATION DIFFERENCE = 65.00 TC = .533*[( 860.00**3)/( 65.00)]**.2 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "c" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7541 SUBAREA RUNOFF(CFS) 14.00 TOTAL AREA(ACRES) = 6.00 13.320 3.095 TOTAL RUNOFF (CFS) 14.00 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION = 1105.00 DOWNSTREAM NODE ELEVATION = 1092.00 CHANNEL LENGTH THRU SUBAREA (FEET) = 890.00 CHANNEL SLOPE = .0146 CHANNEL BASE (FEET) = 1.00 "Z" FACTOR = 20.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA (CFS) = 14.00 FLOW VELOCITY (FEET/SEC) = 2.47 FLOW DEPTH(FEET) = .51 TRAVEL TIME(MIN.) = 6.01 TC(MIN.) = 19.33 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 8 <\~ ,gs e . . >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "C-6" 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.543 SOIL ClASSIFICATION IS "c" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7284 SUBAREA AREA(ACRES) = 7.30 SUBAREA RUNOFF(CFS) TOTAL AREA (ACRES) 13.30 TOTAL RUNOFF(CFS) = TC(MIN) = 19.33 13.52 27.53 FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = **************************************************************************** 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 19.33 RAINFALL INTENSITY (INCH/HR) = 2.54 TOTAL STREAM AREA(ACRES) = 13.30 PEAK FLOW RATE (CFS) AT CONFLUENCE = 27.53 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME NUMBER (CFS) (MIN.) 1 50.55 19.33 2 62.44 35.70 INTENSITY ( INCH/HOUR) 2.543 1.841 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 62.44 41. 00 35.70 AS FOLLOWS: Tc (MIN.) = FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 51 **************************************************************************** >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTlME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION = 1092.00 DOWNSTREAM NODE ELEVATION = 1090.00 CHANNEL LENGTH THRU SUBAREA (FEET) = 190.00 CHANNEL SLOPE = .0105 CHANNEL BASE (FEET) = 1.00 "z" FACTOR = 20.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA (CFS) = 62.44 FLOW VELOCITY (FEET/SEC) = 3.18 FLOW DEPTH(FEET) .97 TRAVEL TIME(MIN.) = 1.00 TC(MIN.) = 36.70 FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = **************************************************************************** 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "C-7" 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1_814 SOIL ClASSIFICATION IS "C" Be <\~ e . . UNDEVELOPED WATERSHED SUBAREA AREA (ACRES) = TOTAL AREA (ACRES) = TC(MIN) = 36.70 RUNOFF COEFFICIENT = .6766 8.90 SUBAREA RUNOFF(CFS) = 49.90 TOTAL RUNOFF (CFS) = 10.92 73.36 FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = **************************************************************************** 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "0.1" ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 880.00 UPSTREAM ELEVATION = 1120.20 DOWNSTREAM ELEVATION = 1098.00 ELEVATION DIFFERENCE = 22.20 TC = .533*[( 880.00**3)/( 22.20)]**.2 = 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "e" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7387 SUBAREA RUNOFF (CFS) 11.55 TOTAL AREA(ACRES) = 5.70 16.743 2.744 11.55 TOTAL RUNOFF (CFS) = FLOW PROCESS FROM NODE 31.00 TO NODE 34.00 IS CODE = 51 **************************************************************************** >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION = 1098.00 DOWNSTREAM NODE ELEVATION = 1088.50 CHANNEL LENGTH THRU SUBAREA (FEET) = 680.00 CHANNEL SLOPE = .0140 CHANNEL BASE (FEET) = 1.00 "Z" FACTOR = 20.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH (FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 11.55 FLOW VELOCITY (FEET/SEC) = 2.31 FLOW DEPTH(FEET) = .48 TRAVEL TIME(MIN.) = 4.91 TC(MIN.) = 21.65 FLOW PROCESS FROM NODE 31. 00 TO NODE 34.00 IS CODE = **************************************************************************** 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "D-2" 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.396 SOIL CLASSIFICATION IS "c" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7200 SUBAREA AREA(ACRES) 5.90 SUBAREA RUNOFF(CFS) TOTAL AREA (ACRES) 11.60 TOTAL RUNOFF(CFS) = TC(MIN) = 21.65 10.18 21. 73 FLOW PROCESS FROM NODE 31. 00 TO NODE 34.00 IS CODE = **************************************************************************** 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- BI ~ e . . TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.l 21.65 RAINFALL INTENSITY (INCH/HR) = 2.40 TOTAL STREAM AREA(ACRES) = 11.60 PEAK FLOW RATE (CFS) AT CONFLUENCE = 21.73 FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = **************************************************************************** 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "0-3" ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 780.00 UPSTREAM ELEVATION = 1139.50 DOWNSTREAM ELEVATION = 1118.00 ELEVATION DIFFERENCE = 21.50 TC = .533*[( 780.00**3)/( 21.50)]**.2 = 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7433 SUBAREA RUNOFF(CFS) = 10.56 TOTAL AREA (ACRES I = 5.00 15.674 2.841 10.56 TOTAL RUNOFF(CFS) = FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 51 **************************************************************************** >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTlME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION = 1118.00 DOWNSTREAM NODE ELEVATION = 1088.50 CHANNEL LENGTH THRU SUBAREA (FEET) = 480.00 CHANNEL SLOPE = .0615 CHANNEL BASE (FEET) = 1.00 "Z" FACTOR = 20.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA (CFS) = 10.56 FLOW VELOCITY (FEET/SEC) = 3.97 FLOW DEPTH(FEET) = .34 TRAVEL TlME(MIN.) = 2.01 TC(MIN.) = 17.69 FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = **************************************************************************** 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "0-4" 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.665 SOIL CLASSIFICATION IS "Cn UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7348 SUBAREA AREA(ACRES) 5.10 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) 10.10 TOTAL RUNOFF (CFS) = TC(MIN) = 17.69 9.99 20.55 FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = **************************************************************************** 1 808 <\~ ~- e . >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.69 RAINFALL INTENSITY (INCH/HR) = 2.67 TOTAL STREAM AREA(ACRES) = 10.10 PEAK FLOW RATE (CFS) AT CONFLUENCE = 20.55 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 38.30 17.69 2.665 2 40.20 21. 65 2.396 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA (ACRES) = ESTIMATES ARE = 40.20 21. 70 21. 65 AS FOLLOWS: Tc (MIN.) = FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 51 **************************************************************************** >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION = 1088.50 DOWNSTREAM NODE ELEVATION = 1087.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 270.00 CHANNEL SLOPE = .0056 CHANNEL BASE(FEET) = 1.00 "z" FACTOR = 20.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA (CFS) = 40.20 FLOW VELOCITY (FEET/SEC) = 2.25 FLOW DEPTH(FEET) = .92 TRAVEL TIME(MIN.) = 2.00 TC(MIN.) = 23.65 FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = **************************************************************************** 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ AREA "0-5" 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.287 SOIL CLASSIFICATION IS "e" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7132 SUBAREA AREA(ACRES) = 5.40 SUBAREA RUNOFF(CFS) TOTAL AREA (ACRES) = 27.10 TOTAL RUNOFF(CFS) = TC(MIN) = 23.65 8.81 49.00 FLOW PROCESS FROM NODE 40.00 TO NODE 41. 00 IS CODE = **************************************************************************** 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "E-1" 89 ~ - . >> TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 640.00 UPSTREAM ELEVATION = 1116.00 DOWNSTREAM ELEVATION = 1103.00 ELEVATION DIFFERENCE = 13.00 TC = .533*[( 640.00**3)/( 13.00)]**.2 = 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 14.09 TOTAL AREA(ACRES) = 6.60 15.393 2.868 .7445 14.09 TOTAL RUNOFF(CFS) = **************************************************************************** FLOW PROCESS FROM NODE 41. 00 TO NODE 42.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTlME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION = 1103.00 DOWNSTREAM NODE ELEVATION = 1085.00 CHANNEL LENGTH THRU SUBAREA (FEET) = 480.00 CHANNEL SLOPE = .0375 CHANNEL BASE (FEET) = 1.00 "Z" FACTOR = 20.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA (CFS) = 14.09 FLOW VELOCITY (FEET/SEC) = 3.53 FLOW DEPTH(FEET) = .42 TRAVEL TIME (MIN.) = 2.27 TC(MIN.) = 17.66 **************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< AREA "E-2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.668 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7350 SUBAREA AREA (ACRES) 5.20 SUBAREA RUNOFF (CFS) = TOTAL AREA(ACRES) = 11.80 TOTAL RUNOFF (CFS) = TC(MIN) = 17.66 10.19 24.29 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = TOTAL AREA (ACRES) = Tc (MIN.) = 17.66 24.29 11.80 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS '\~ /- _/ Cfo Ie , e . 10 YEAR HYDROLOGY (RATIONAL METHOD) ~ e e . ***************.************************************************************ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-90 Advanced Engineering Software (aes) Ver. 5.8A Release Date: 8/28/90 Serial # 8198 Analysis prepared by: KEITH INTERNATIONAL, INC. - INLAND EMPIRE 22690 CACTUS AVENUE, SUITE 300 MORENO VALLEY, CA 92507 (909) 653-0234 FAX (909) 653-5308 ************************** DESCRIPTION OF STUDY ************************** * PALOMA DEL SOL * * TRACT 24182 - STORM DRAIN - LINE "A" * * 10 YEAR HYDROLOGY * ************************************************************************** FILE NAME: 24182A10.DAT TIME/DATE OF STUDY: 13:23 11/25/1996 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT (YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE 10-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) = 10-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = 100-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) 100-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = .8888 SLOPE OF INTENSITY DURATION CURVE = .5506 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FOR FRICTION 2.360 .880 3.600 1. 400 .5505732 .5271139 .90 SLOPE = **************************************************************************** FLOW PROCESS FROM NODE 1. 00 TO NODE 7 1. 00 IS CODE = >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: FROM TRACT 24185 - LINE "A" TC(MIN) = 19.93 RAIN INTENSITY(INCH/HOUR) = 1.63 TOTAL AREA(ACRES) = 124.00 TOTAL RUNOFF (CFS) = 185.10 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 3 4.00 IS CODE = >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.1 INCHES PIPEFLOW VELOCITY (FEET/SEC.) = 14.6 \(1) ..91 e UPSTREAM NODE ELEVATION = 1099.00 DOWNSTREAM NODE ELEVATION = 1095.00 FLOWLENGTH(FEET) = 330.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) 54.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) 185.10 TRAVEL TIME (MIN.) = .38 TC (MIN. ) = 20.31 **************************************************************************** FLOW PROCESS FROM NODE 1. 00 TO NODE 4.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 4.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- e ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = 1119.40 DOWNSTREAM ELEVATION = 1109.60 ELEVATION DIFFERENCE = 9.80 TC = .359*[( 900.00**3)/( 9.80)J**.2 = 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) = 4.35 TOTAL AREA(ACRES) = 2.60 13.478 2.022 .8280 TOTAL RUNOFF (CFS) = 4.35 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 4.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 13.48 RAINFALL INTENSITY(INCH/HR) = 2.02 TOTAL STREAM AREA(ACRES) = 2.60 PEAK FLOW RATE (CFS) AT CONFLUENCE = 4.35 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUHAREA ANALYSIS<<<<< AREA "A-2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOW-LENGTH = 850.00 UPSTREAM ELEVATION = 1141.90 DOWNSTREAM ELEVATION = 1109.60 ELEVATION DIFFERENCE = 32.30 TC = .359*[( 850.00**3)/( 32.30)J**.2 = 10.260 \0\ -32 e 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.350 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8360 SUBAREA RUNOFF (CFS) = 4.72 TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF (CFS) = 4.72 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 10.26 RAINFALL INTENSITY(INCH/HR) = 2.35 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE (CFS) AT CONFLUENCE = 4.72 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 8.03 10.26 2.350 2 8.41 13.48 2.022 e COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS ) 8.03 Tc (MIN. ) = 10.26 TOTAL AREA (ACRES) = 5.00 C.B. "A.7" **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) ( INCH/HOUR) 1 101. 55 10.26 2.350 2 190.61 20.31 1. 614 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA (ACRES) = ESTIMATES ARE = 190.61 129.00 AS FOLLOWS: Tc (MIN.) = 20.31 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . DEPTH OF FLOW IN 63.0 INCH PIPE IS 46.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.2 UPSTREAM NODE ELEVATION = 1096.00 DOWNSTREAM NODE ELEVATION = 1091.50 \ ~1.- 3.=, e e . FLOWLENGTH(FEET) = 770.00 ESTIMATED PIPE DIAMETER (INCH) PIPEFLOW THRU SUBAREA (CFS) TRAVEL TIME (MIN.) = 1.14 .013 NUMBER OF PIPES MANNING'S N = 63.00 190.61 TC(MIN.) = 21. 45 1 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 10 **************************************************************************** >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ FLOW PROCESS FROM NODE 8.00 TO NODE 4.00 IS CODE = **************************************************************************** 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "A.3" ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE))**.2 INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 1115.40 DOWNSTREAM ELEVATION = 1109.60 ELEVATION DIFFERENCE = 5.80 TC = .359*[( 600.00**3)/( 5.80)J**.2 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF (CFS) 1. 63 TOTAL AREA(ACRES) = .90 11. 737 2.182 .8322 1. 63 TOTAL RUNOFF(CFS) = FLOW PROCESS FROM NODE 4.00 TO NODE 9.00 IS CODE = **************************************************************************** 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1109.60 400.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1105.40 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "A.4" DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 2.59 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 11.33 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.14 PRODUCT OF DEPTH&VELOCITY = .69 STREET FLOW TRAVELTIME (MIN) = 3.12 TC(MIN) = 14.86 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF SUBAREA AREA(ACRES) = 1.20 SUMMED AREA (ACRES) = 2.10 1. 917 COEFFICIENT .8250 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) = 1. 90 3.53 -94 \03 e END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 12.48 FLOW VELOCITY(FEET/SEC.) = 2.44 DEPTH*VELOCITY = .84 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 9.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.86 RAINFALL INTENSITY (INCH/HR) = 1.92 TOTAL STREAM AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.53 **************************************************************************** FLOW PROCESS FROM NODE 9.10 TO NODE 9.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A.5" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- e ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = 1128.00 DOWNSTREAM ELEVATION = 1105.40 ELEVATION DIFFERENCE = 22.60 TC = .359*[( 900.00**3)/( 22.60)J**.2 = 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF (CFS) = 4.43 TOTAL AREA(ACRES) = 2.40 11. 404 2.217 .8330 TOTAL RUNOFF (CFS) = 4.43 **************************************************************************** FLOW PROCESS FROM NODE 9.10 TO NODE 9.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.40 RAINFALL INTENSITY (INCH/HR) = 2.22 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.43 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) ( INCH/HOUR) 1 7.14 11. 40 2.217 e 2 7.36 14.86 1. 917 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 3.!; \0'\ e e . PEAK FLOW RATE (CFS) = . TOTAL AREA (ACRES) = 7.14 4.50 11. 40 Tc (MIN.) **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 6 5.00 IS CODE = >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A.6" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1105.40 500.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1103.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .017 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 10.05 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 17.11 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.93 PRODUCT OF DEPTH&VELOCITY = .81 STREET FLOW TRAVELTIME (MIN) = 4.33 TC(MIN) = 15.73 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.857 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8232 SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 8.30 TOTAL RUNOFF(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .46 HALFSTREET FLOODWIDTH(FEET) 19.42 FLOW VELOCITY(FEET/SEC.) = 1.95 DEPTH*VELOCITY = .90 C.B.'s "A~5" & "A.6" 5.81 12.95 ...........***........................................********************** FLOW PROCESS FROM NODE 9.00 TO NODE 5.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * * PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 152.77 15.73 1. 857 2 201.54 21. 45 1. 566 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 201. 54 137.30 AS FOLLOWS: Tc (MIN.) = 21. 45 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 3 5.10 IS CODE = >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 60.0 INCH PIPE IS 45.8 INCHES .8G \O~ e e . PIPEFLOW VELOCITY(FEET/SEC.) = 12.5 UPSTREAM NODE ELEVATION = 1091.00 DOWNSTREAM NODE ELEVATION = 1090.00 FLOWLENGTH(FEET) = 130.00 MANNING'S N ESTIMATED PIPE DIAMETER (INCH) = 60.00 PIPEFLOW THRU SUBAREA (CFS) 201.54 TRAVEL TIME (MIN.) = .17 TC (MIN. ) = .013 NUMBER OF PIPES 21. 62 1 FLOW PROCESS FROM NODE 9.00 TO NODE 5.10 IS CODE = 10 **************************************************************************** >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 7.00 TO NODE 6.00 IS CODE = **************************************************************************** 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "A-7" ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 1114.30 DOWNSTREAM ELEVATION = 1110.70 ELEVATION DIFFERENCE = 3.60 TC = .359*[( 500.00**3)/( 3.60)]**.2 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "e" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) 5.68 TOTAL AREA(ACRES) = 3.10 11.573 2.199 .8326 TOTAL RUNOFF(CFS) = 5.68 FLOW PROCESS FROM NODE 6.00 IS CODE = **************************************************************************** 1 7.00 TO NODE >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 11.57 RAINFALL INTENSITY (INCH/HR) = 2.20 TOTAL STREAM AREA(ACRES) = 3.10 PEAK FLOW RATE (CFS) AT CONFLUENCE = 5.68 FLOW PROCESS FROM NODE 6.00 IS CODE = **************************************************************************** 2 2.00 TO NODE >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ AREA "A-8" ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 750.00 UPSTREAM ELEVATION = 1119.40 DOWNSTREAM ELEVATION = 1110.70 ELEVATION DIFFERENCE = 8.70 .:37 ~ e e . TC = .359*[( 750.00**3)/( 8.70lJ**.2 = 12.373 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.120 SOIL CLASSIFICATION IS "e" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8306 SUBAREA RUNOFF(CFS) = 5.63 TOTAL AREA (ACRES) = 3.20 TOTAL RUNOFF(CFS) = 5.63 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 1 6.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.37 RAINFALL INTENSITY (INCH/HR) = 2.12 TOTAL STREAM AREA (ACRES) = 3.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.63 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.95 11.57 2.199 2 11.11 12.37 2.120 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 10.95 6.30 AS FOLLOWS: Tc (MIN.) = 11. 57 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.10 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-9" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1110.70 580.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1105.80 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 13.92 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 17.11 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.67 PRODUCT OF DEPTH&VELOCITY = 1.12 STREETFLOW TRAVELTIME (MIN) = 3.62 TC(MIN) 15.20 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.893 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8243 36 \0' e I e . SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF (CFS) = SUMMED AREA (ACRES) = 10.10 TOTAL RUNOFF(CFS) END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 18.27 FLOW VELOCITY(FEET/SEC.) = 2.85 DEPTH*VELOCITY = 1.26 5.93 16.88 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 1 7.10 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAI NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 15.20 RAINFALL INTENSITY (INCH/HR) = 1.89 TOTAL STREAM AREA(ACRES) = 10.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.88 **************************************************************************** FLOW PROCESS FROM NODE 7.20 TO NODE 2 7.10 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A.10" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(l-ACRE LOTS) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 450.00 UPSTREAM ELEVATION = 1110.00 DOWNSTREAM ELEVATION = 1105.80 ELEVATION DIFFERENCE = 4.20 TC = .469*[( 450.00**3)/( 4.20)]**.2 = 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "C" SINGLE-FAMILY(l-ACRE LOT) RUNOFF COEFFICIENT = .7340 SUBAREA RUNOFF(CFS) = 2.93 TOTAL AREA(ACRES) = 2.00 13.764 1. 999 TOTAL RUNOFF (CFS) = 2.93 **************************************************************************** FLOW PROCESS FROM NODE 7.20 TO NODE 1 7.10 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 13.76 RAINFALL INTENSITY (INCH/HR) = 2.00 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE (CFS) AT CONFLUENCE = 2.93 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 18.21 19.65 TABLE ** TIME (MIN. ) 13.76 15.21 INTENSITY (INCH/HOUR) 1.999 1.892 -3~ \b'O e e e COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 19.65 12.10 AS FOLLOWS: Tc (MIN.) = 15.21 **************************************************************************** FLOW PROCESS FROM NODE 7.10 TO NODE 6 5.10 IS CODE = >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-11" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1105.80 650.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1103.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .017 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 24.59 ***STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .54 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.52 PRODUCT OF DEPTH&VELOCITY = 1.36 STREET FLOW TRAVELTIME(MIN) = 4.31 TC(MIN) = 19.51 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8161 SUBAREA AREA(ACRES) = 7.30 SUBAREA RUNOFF (CFS) = SUMMED AREA (ACRES) = 19.40 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .56 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.79 DEPTH*VELOCITY = 1.56 C.So's "A-3" & "A.4" 1. 650 9.83 29.48 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.10 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 211. 46 19.53 1.649 2 229.40 21. 62 1. 559 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA (ACRES) = ESTIMATES ARE 229.40 156.70 AS FOLLOWS: Tc (MIN.) = 21. 62 **************************************************************************** /00 ~~\ e e e FLOW PROCESS FROM NODE 5.10 TO NODE 3 10.00 IS CODE = >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 63.0 INCH PIPE IS 51.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.1 UPSTREAM NODE ELEVATION = 1090.00 DOWNSTREAM NODE ELEVATION = 1089.00 FLOWLENGTH(FEET) = 150.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 63.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 229.40 TRAVEL TIME (MIN.) = .21 TC(MIN.) = 21.83 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 12 >>>>>CLEAR MEMORY HANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 12 >>>>>CLEAR MEMORY HANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 12 >>>>>CLEAR MEMORY BANK # 3 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 10.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 10.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-12.1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOW-LENGTH = 240.00 UPSTREAM ELEVATION = 1103.00 DOWNSTREAM ELEVATION = 1101.90 ELEVATION DIFFERENCE = 1.10 TC = .359*[( 240.00**3)/( 1.10)J**.2 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUHAREA RUNOFF(CFS) 1.03 TOTAL AREA (ACRES) = .50 9.445 2.460 .8383 TOTAL RUNOFF (CFS) = 1. 03 101 \~ e e . ******************************************************.********************* FLOW PROCESS FROM NODE 5.10 TO NODE 10.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.44 RAINFALL INTENSITY(INCH/HR) = 2.46 TOTAL STREAM AREA(ACRES) = .50 PEAK FLOW RATE (CFS) AT CONFLUENCE = 1.03 **************************************************************************** FLOW PROCESS FROM NODE 9.10 TO NODE 10.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-12" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 770.00 UPSTREAM ELEVATION = 1128.00 DOWNSTREAM ELEVATION = 1101.90 ELEVATION DIFFERENCE = 26.10 TC = .359*[( 770.00**3)/( 26.10)]**.2 = 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF (CFS) = 3.77 TOTAL AREA(ACRES) = 1.90 10.090 2.372 .8365 TOTAL RUNOFF(CFS) = 3.77 **************************************************************************** FLOW PROCESS FROM NODE 9.10 TO NODE 10.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.09 RAINFALL INTENSITY (INCH/HR) = 2.37 TOTAL STREAM AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.77 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. * * PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 4.56 4.76 TAHLE ** TIME (MIN. ) 9.44 10.09 INTENSITY (INCH/HOUR) 2.460 2.372 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA (ACRES) = ESTIMATES ARE 4.76 2.40 AS FOLLOWS: Tc (MIN.) = 10.09 C.B. "A-2" fen- \\,\ e e . **************************************************************************** FLOW PROCESS FROM NODE 9.10 TO NODE 10.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 11. 00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-13" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 620.00 UPSTREAM ELEVATION = 1141.90 DOWNSTREAM ELEVATION = 1107.50 ELEVATION DIFFERENCE = 34.40 TC = .359*[( 620.00**3)/( 34.40)J**.2 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 4.64 TOTAL AREA(ACRES) = 2.10 8.384 2.626 .8415 TOTAL RUNOFF(CFS) = 4.64 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 10.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A.14" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1107.50 500.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1101.90 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 7.35 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 17.11 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.82 PRODUCT OF DEPTH&VELOCITY = 1.19 STREET FLOW TRAVELTIME(MIN) = 2.96 TC(MIN) 11.34 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8332 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 5.00 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .46 HALFSTREET FLOODWIDTH(FEET) 19.42 FLOW VELOCITY(FEET/SEC.) = 3.01 DEPTH*VELOCITY = 1.39 2.224 5.37 10.01 **************************************************************************** 10.3 ~1r - e . FLOW PROCESS FROM NODE 11. 00 TO NODE 10.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 1 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.34 RAINFALL INTENSITY(INCH/HR) = 2.22 TOTAL STREAM AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.01 FLOW PROCESS FROM NODE 14.00 TO NODE 10.00 IS CODE = **************************************************************************** 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "A-14.1" ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*((LENGTH**3)/(ELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOW-LENGTH = 260.00 UPSTREAM ELEVATION = 1105.10 DOWNSTREAM ELEVATION = 1101.90 ELEVATION DIFFERENCE = 3.20 TC = .359*[( 260.00**3)/( 3.20)J**.2 = 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "e" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 1.82 TOTAL AREA (ACRES) = . 80 8.004 2.695 .8427 TOTAL RUNOFF(CFS) = 1. 82 FLOW PROCESS FROM NODE 14.00 TO NODE 10.00 IS CODE = **************************************************************************** 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.00 RAINFALL INTENSITY (INCH/HR) = 2.69 TOTAL STREAM AREA(ACRES) = .80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.82 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 8.88 11.51 TABLE ** TIME (MIN.) 8.00 11. 34 INTENSITY (INCH/HOUR) 2.695 2.224 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 11. 51 5.80 AS FOLLOWS: Tc (MIN.) = 11. 34 FLOW PROCESS FROM NODE 10.00 IS CODE = 11 **************************************************************************** C.B. "A-1" 5.10 TO NODE 104- \\? - e . >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 130.70 11. 34 2.224 2 237.43 21. 83 1. 551 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 237.43 162.50 AS FOLLOWS: Tc(MIN.) = 21. 83 FLOW PROCESS FROM NODE **************************************************************************** 10.00 IS CODE = 11 5.10 TO NODE >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) ( INCH/HOUR) 1 114.51 10.09 2.372 2 240.55 21. 83 1. 551 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA (ACRES) = ESTIMATES ARE = 240.55 164.90 AS FOLLOWS: Tc (MIN.) = 21. 83 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFSj = 240.55 TOTAL AREA(ACRES) = 164.90 Tc (MIN.) = 21. 83 END OF RATIONAL METHOD ANALYSIS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TO A.D. 159 - LINE "S" lo~ \\A - e It **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (C) Copyright 1982-90 Advanced Engineering Software (aes) Ver. 5.8A Release Date: 8/28/90 Serial # 8198 Analysis prepared by: KEITH INTERNATIONAL, INC. - INLAND EMPIRE 22690 CACTUS AVENUE, SUITE 300 MORENO VALLEY, CA 92507 (909) 653-0234 FAX (909) 653-5308 ************************** DESCRIPTION OF STUDY * PALOMA DEL SOL * TRACT 24182 - STORM DRAIN - LINE "B" * 10 YEAR HYDROLOGY ************************** * * * ************************************************************************** FILE NAME: 24182B10.DAT TIME/DATE OF STUDY: 13:30 11/25/1996 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT (YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE 10-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) = 10-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = 100-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) = 100-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) SLOPE OF INTENSITY DURATION CURVE = .5506 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FOR FRICTION 2.360 .880 3.600 1.400 .5505732 .5271139 .90 SLOPE .8888 **************************************************************************** FLOW PROCESS FROM NODE 430.00 TO NODE 7 430.00 IS CODE = >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: FROM TRACT 24184 - LINE "B" TC(MIN) = 20.82 RAIN INTENSITY(INCH/HOUR) = 1.59 TOTAL AREA(ACRES) = 203.80 TOTAL RUNOFF (CFS) = 303.20 **************************************************************************** FLOW PROCESS FROM NODE 430.00 TO NODE 3 26.00 IS CODE = >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 54.0 INCH PIPE IS 43.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 22.0 \\? fOe, - e . 1117.00 1082.00 MANNING'S N = 54.00 303.20 TC (MIN. ) UPSTREAM NODE ELEVATION = DOWNSTREAM NODE ELEVATION = FLOWLENGTH(FEET) = 1290.00 ESTIMATED PIPE DIAMETER (INCH) PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(MIN.) = .98 = .013 NUMBER OF PIPES 1 21. 80 **************************************************************************** FLOW PROCESS FROM NODE 430.00 TO NODE 26.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 21.80 RAINFALL INTENSITY (INCH/HR) = 1.55 TOTAL STREAM AREA(ACRES) = 203.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 303.20 **************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 63.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "G-3" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 880.00 UPSTREAM ELEVATION = 1154.20 DOWNSTREAM ELEVATION = 1135.00 ELEVATION DIFFERENCE = 19.20 TC = .303*[( 880.00**3)/( 19.20)]**.2 = 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS IIC" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8821 SUBAREA RUNOFF(CFS) = 6.16 TOTAL AREA(ACRES) = 2.90 9.809 2.409 6.16 TOTAL RUNOFF (CFS) = **************************************************************************** FLOW PROCESS FROM NODE 63.00 TO NODE 64.00 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "G-4" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1135.00 1270.00 = 32.00 1094.20 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 30.00 INTERIOR STREET CROSSFALL (DECIMAL) .020 OUTSIDE STREET CROSS FALL (DECIMAL) .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 12.78 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.45 7.97 ~(. (D7 e e . PRODUCT OF DEPTH&VELOCITY = STREET FLOW TRAVELTIME(MIN) = 4.75 1. 80 TC(MIN) 14.56 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.938 SOIL CLASSIFICATION IS "e" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8787 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) SUMMED AREA (ACRES) = 5.00 TOTAL RUNOFF (CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .42 HALFSTREET FLOODWIDTH(FEET) 13.72 .FLOW VELOCITY(FEET/SEC.) = 4.78 DEPTH*VELOCITY = 2.02 3.58 9.74 C.B. "B.5" FLOW PROCESS FROM NODE 64.00 TO NODE 26.00 IS CODE = **************************************************************************** 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.8 UPSTREAM NODE ELEVATION = 1091.00 DOWNSTREAM NODE ELEVATION = 1084.00 FLOWLENGTH(FEET) = 50.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) = 9.74 TRAVEL TIME(MIN.) = .05 TC(MIN.) = 14.61 FLOW PROCESS FROM NODE 64.00 TO NODE 26.00 IS CODE = **************************************************************************** 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 14.61 RAINFALL INTENSITY (INCH/HR) = 1.93 TOTAL STREAM AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.74 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. * * PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) ( INCH/HOUR) 1 212.98 14.61 1. 935 2 311. 01 21. 80 1. 552 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 311.01 208.80 AS FOLLOWS: Tc (MIN.) = 21. 80 FLOW PROCESS FROM NODE 26.00 TO NODE 28.00 IS CODE = **************************************************************************** 3 >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 66.0 INCH PIPE IS 50.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.1 UPSTREAM NODE ELEVATION = 1082.00 DOWNSTREAM NODE ELEVATION = 1072.7,0 FLOWLENGTH(FEET) = 830.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) 66.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) 311.01 TRAVEL TIME (MIN.) = .86 TC (MIN.) = 22.65 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 28.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 22.65 RAINFALL INTENSITY(INCH/HR) = 1.52 TOTAL STREAM AREA(ACRES) = 208.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 311.01 **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 7 28.00 IS CODE = >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: FROM TRACT24183- LINE "A" TC(MIN) = 15.88 RAIN INTENSITY (INCH/HOUR) = 1.85 TOTAL AREA(ACRES) = 22.20 TOTAL RUNOFF (CFS) = 37.50 **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.88 RAINFALL INTENSITY(INCH/HR) = 1.85 TOTAL STREAM AREA (ACRES) = 22.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) ( INCH/HOUR) 1 255.51 15.88 1. 848 2 341.85 22.65 1.519 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 341. 85 231.00 AS FOLLOWS: Tc (MIN.) = 22.65 \\~ Iocr e **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 75.0 INCH PIPE IS 57.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.5 UPSTREAM NODE ELEVATION = 1072.70 DOWNSTREAM NODE ELEVATION = 1068.40 FLOWLENGTH(FEET) = 650.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) 341.85 TRAVEL TIME(MIN.) = .80 TC(MIN.) = 23.46 **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 23.46 RAINFALL INTENSITY (INCH/HR) = 1.49 TOTAL STREAM AREA(ACRES) = 231.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 341.85 e **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: FROM TRACT 24183 - LINE "B" TC(MIN) = 15.90 RAIN INTENSITY (INCH/HOUR) = 1.85 TOTAL AREA(ACRES) = 17.20 TOTAL RUNOFF (CFS) = 21.40 **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 15.90 RAINFALL INTENSITY (INCH/HR) = 1.85 TOTAL STREAM AREA(ACRES) = 17.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) e 1 253.12 15.90 1.847 2 359.13 23.46 1. 491 ~'\ liD e . . COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA(ACRES) = AS FOLLOWS: Tc (MIN.) = 23.46 ESTIMATES ARE = 359.13 248.20 **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 3 30.00 IS CODE = >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 72.0 INCH PIPE IS 53.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.1 UPSTREAM NODE ELEVATION = 1068.50 DOWNSTREAM NODE ELEVATION = 1067.80 FLOWLENGTH(FEET) = 70.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 72.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) = 359.13 TRAVEL TIME (MIN.) = .07 TC(MIN.) = 23.53 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 2 61. 00 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "G.1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 800.00 UPSTREAM ELEVATION = 1148.50 DOWNSTREAM ELEVATION = 1122.90 ELEVATION DIFFERENCE = 25.60 TC = .303*[( 800.00**3)/( 25.60)]**.2 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8830 SUBAREA RUNOFF(CFS) = 2.95 TOTAL AREA (ACRES) = 1.30 8.746 2.566 2.95 TOTAL RUNOFF(CFS) **************************************************************************** FLOW PROCESS FROM NODE 61. 00 TO NODE 65.00 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "G-2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1122.90 800.00 = 38.00 1083.50 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK INTERIOR STREET CROSS FALL (DECIMAL) .020 OUTSIDE STREET CROSS FALL (DECIMAL) .064 36.00 \'7.P //1 e e . SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.30 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 8.47 AVERAGE FLOW VELOCITY(FEET/SEC.) 4.92 PRODUCT OF DEPTH&VELOCITY = 1.56 STREETFLOW TRAVELTIME (MIN) = 2.71 TC(MIN) = 11.45 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.212 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8808 SUBAREA AREA(ACRES} = 1.40 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 2.70 TOTAL RUNOFF(CFS) END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .34 HALFSTREET FLOODWIDTH(FEET) FLOW VELOCITY (FEET/SEC.) = 5.27 DEPTH*VELOCITY = 2.73 5.67 9.59 1. 79 **************************************************************************** FLOW PROCESS FROM NODE 61. 00 TO NODE 65.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 11.45 RAINFALL INTENSITY (INCH/HR) = 2.21 TOTAL STREAM AREA(ACRES) = 2.70 PEAK FLOW RATE (CFS) AT CONFLUENCE = 5.67 **************************************************************************** FLOW PROCESS FROM NODE 64.50 TO NODE 65.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "G.6" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 820.00 UPSTREAM ELEVATION = 1089.00 DOWNSTREAM ELEVATION = 1083.50 ELEVATION DIFFERENCE = 5.50 TC = .303*[( 820.00**3)/( 5.50)]**.2 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8804 SUBAREA RUNOFF{CFS} = 2.08 TOTAL AREA(ACRES) = 1.10 12.073 2.149 TOTAL RUNOFF (CFS) = 2.08 **************************************************************************** FLOW PROCESS FROM NODE 64.50 TO NODE 65.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: \1>. Jl2- e e e TIME OF CONCENTRATION(MIN.) = 12.07 RAINFALL INTENSITY(INCH/HR) = 2.15 TOTAL STREAM AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.08 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 7.65 7.59 TABLE ** TIME (MIN. ) 11.45 12.07 INTENSITY (INCH/HOUR) 2.212 2.149 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA (ACRES) = ESTIMATES ARE 7.65 3.80 AS FOLLOWS: Tc (MIN.) = 11.45 C.B. "8-4" **************************************************************************** FLOW PROCESS FROM NODE 65.00 TO NODE 30.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.0 INCHES PIPEFLOW VELOCITY (FEET/SEC.) = 14.7 UPSTREAM NODE ELEVATION = 1077.00 DOWNSTREAM NODE ELEVATION = 1071.00 FLOWLENGTH(FEET) = 60.00 MANNING'S N ESTIMATED PIPE DIAMETER (INCH) 18.00 PIPEFLOW THRU SUBAREA (CFS) = 7.65 TRAVEL TIME(MIN.) = .07 TC(MIN.) = 11.52 .013 NUMBER OF PIPES = 1 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * * PEAK FLOW RATE TABLE * * STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 183.51 11.52 2.205 2 364.29 23.53 1.488 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA(ACRES) = ESTIMATES ARE = 364.29 252.00 AS FOLLOWS: Tc (MIN.) = 23.53 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 72.0 INCH PIPE IS 53.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.1 \'L-1r 1/-:/ e UPSTREAM NODE ELEVATION = 1067.80 DOWNSTREAM NODE ELEVATION = 1066.80 FLOWLENGTH(FEET) = 100.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) 72.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 364.29 TRAVEL TIME (MIN.) = .10 TC(MIN. ) 23.63 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 31. 00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 23.63 RAINFALL INTENSITY(INCH/HR) = 1.48 TOTAL STREAM AREA(ACRES) = 252.00 PEAK FLOW RATE (CFS) AT CONFLUENCE = 364.29 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 71.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "G-7" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- e ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 580.00 UPSTREAM ELEVATION = 1142.00 DOWNSTREAM ELEVATION = 1122.90 ELEVATION DIFFERENCE = 19.10 TC = .303*[( 580.00**3)/( 19.10)]**.2 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "e" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8840 SUBAREA RUNOFF(CFS) = 2.44 TOTAL AREA(ACRES) = 1.00 7.646 2.763 TOTAL RUNOFF(CFS) 2.44 **************************************************************************** FLOW PROCESS FROM NODE 71.00 TO NODE 72 . 00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "G-8" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1122.90 800.00 = 38.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1084.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK 36.00 INTERIOR STREET CROSS FALL (DECIMAL) .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 . **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 8.47 AVERAGE FLOW VELOCITY(FEET/SEC.) 4.57 3.99 \1.-" J/t1 e e e PRODUCT OF DEPTH&VELOCITY = STREETFLOW TRAVELTIME(MIN) = 2.92 1. 45 TC(MIN) = 10.57 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.312 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8815 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = SUMMED AREA (ACRES) = 2.50 TOTAL RUNOFF (CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 5.11 DEPTH*VELOCITY = 3.06 5.50 9.59 1. 74 C.B. "B-3" **************************************************************************** FLOW PROCESS FROM NODE 72.00 TO NODE 31. 00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.0 UPSTREAM NODE ELEVATION = 1078.00 DOWNSTREAM NODE ELEVATION = 1070.00 FLOWLENGTH(FEET) = 180.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) 5.50 TRAVEL TIME(MIN.) = .30 TC(MIN.) = 10.87 **************************************************************************** FLOW PROCESS FROM NODE 72.00 TO NODE 31. 00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.87 RAINFALL INTENSITY (INCH/HR) = 2.28 TOTAL STREAM AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. * * PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 172.99 367.87 TABLE * * TIME (MIN. ) 10.87 23.63 INTENSITY (INCH/HOUR) 2.277 1. 484 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 367.87 254.50 AS FOLLOWS: Tc (MIN.) = 23.63 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 51. 00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ,+ Jlr e e e >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 72.0 INCH PIPE IS 53.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.3 UPSTREAM NODE ELEVATION = 1066.80 DOWNSTREAM NODE ELEVATION = 1062.70 FLOWLENGTH(FEET) = 400.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) 72.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) = 367.87 TRAVEL TIME (MIN.) = .41 TC(MIN.) = 24.04 **************************************************************************** FLOW PROCESS FROM NODE 31. 00 TO NODE 51. 00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 24.04 RAINFALL INTENSITY (INCH/HR) = 1.47 TOTAL STREAM AREA(ACRES) = 254.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 367.87 **************************************************************************** FLOW PROCESS FROM NODE 51. 20 TO NODE 51.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "8.30" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 480.00 UPSTREAM ELEVATION = 1081.00 DOWNSTREAM ELEVATION = 1073.50 ELEVATION DIFFERENCE = 7.50 TC = .303*[( 480.00**3)/( 7.50)]**.2 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8834 SUBAREA RUNOFF(CFS) 2.58 TOTAL AREA(ACRES) = 1.10 8.228 2.654 TOTAL RUNOFF(CFS) 2.58 C.8. "8-1" **************************************************************************** FLOW PROCESS FROM NODE 51.20 TO NODE 51.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.23 RAINFALL INTENSITY(INCH/HR) = 2.65 TOTAL STREAM AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.58 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. \~ He - e . ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 128.48 369.30 TABLE ** TIME (MIN. ) 8.23 24.04 INTENSITY (INCH/HOUR) 2.654 1.471 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 369.30 255.60 AS FOLLOWS: Tc (MIN.) = 24.04 **************************************************************************** FLOW PROCESS FROM NODE 51. 00 TO NODE 55.00 IS CODE = 3 >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 72.0 INCH PIPE IS 54.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.1 UPSTREAM NODE ELEVATION = 1062.80 DOWNSTREAM NODE ELEVATION = 1062.30 FLOWLENGTH(FEET) = 50.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 369.30 TRAVEL TIME (MIN.) = .05 TC(MIN.) 24.09 **************************************************************************** FLOW PROCESS FROM NODE 51. 00 TO NODE 55.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 54.50 TO NODE 51. 50 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: FROM TRACT 24182 - LINE "E" TC(MIN) = 17.48 RAIN INTENSITY(INCH/HOUR) = 1.75 TOTAL AREA(ACRES) = 23.70 TOTAL RUNOFF (CFS) = 37.54 **************************************************************************** FLOW PROCESS FROM NODE 54.50 TO NODE 1 51. 50 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.48 RAINFALL INTENSITY (INCH/HR) = 1.75 TOTAL STREAM AREA(ACRES) = 23.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.54 **************************************************************************** FLOW PROCESS FROM NODE .10 TO NODE 50.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "E3-10" ,.,}4 /17 e e . ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 950.00 UPSTREAM ELEVATION = 1094.20 DOWNSTREAM ELEVATION = 1086.30 ELEVATION DIFFERENCE = 7.90 TC = .303*[( 950.00**3)/( 7.90)J**.2 12.266 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.130 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8802 SUBAREA RUNOFF(CFS) = 2.63 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) 2.63 FLOW PROCESS FROM NODE 51. 50 IS CODE = **************************************************************************** 6 50.00 TO NODE >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1073.50 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "B-20" 1086.30 1080.00 = 38.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK INTERIOR STREET CROSS FALL (DECIMAL) .020 OUTSIDE STREET CROSS FALL (DECIMAL) = .064 36.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 3.87 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 11.28 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.71 PRODUCT OF DEPTH&VELOCITY = 1.01 STREET FLOW TRAVELTIME (MIN) = 6.64 TC(MIN) 18.90 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.679 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8763 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF (CFS) SUMMED AREA(ACRES) = 3.10 TOTAL RUNOFF(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .41 HALFSTREET FLOODWIDTH(FEET) 12.97 FLOW VELOCITY(FEET/SEC.) = 2.79 DEPTH*VELOCITY = 1.14 2.50 5.13 C.B. "B-2" FLOW PROCESS FROM NODE 51. 50 IS CODE = **************************************************************************** 1 50.00 TO NODE >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.90 RAINFALL INTENSITY(INCH/HR) = 1.68 TOTAL STREAM AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.13 /)8> \.1)~ e e e RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 TABLE ** TIME (MIN.) 17.48 18.90 FLOW RATE RUNOFF (CFS) 42.28 41. 08 INTENSITY (INCH/HOUR) 1. 753 1. 679 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE AS FOLLOWS: = 42.28 Tc(MIN.) = 26.80 17.48 **************************************************************************** FLOW PROCESS FROM NODE 51. 50 TO NODE 55.00 IS CODE = 3 >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.3 UPSTREAM NODE ELEVATION = 1066.00 DOWNSTREAM NODE ELEVATION = 1064.50 FLOWLENGTH(FEET) = 50.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 27.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 42.28 TRAVEL TIME(MIN.) = .06 TC(MIN.) 17.54 **************************************************************************** FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** PEAK FLOW RATE TABLE * * STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 311.09 17.54 1. 749 2 404.80 24.09 1. 469 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA(ACRES) = ESTIMATES ARE = 404.80 282.40 AS FOLLOWS: Tc (MIN.) = 24.09 ============================================================================ END OF STUDY SUMMARY: PEAK FLOW RATE (CFS) = TOTAL AREA(ACRES) = 404.80 282.40 Tc (MIN.) = 24.09 ============================================================================ END OF RATIONAL METHOD ANALYSIS TO A.D. 159 - LINE "W" \1b tJ-3 e e e **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (cl Copyright 1982-90 Advanced Engineering Software (aes) Ver. 5.8A Release Date: 8/28/90 Serial # 8198 Analysis prepared by: KEITH INTERNATIONAL, INC. - INLAND EMPIRE 22690 CACTUS AVENUE, SUITE 300 MORENO VALLEY, CA 92507 (909) 653-0234 FAX (909) 653-5308 ************************** DESCRIPTION OF STUDY * PALOMA DEL SOL * TRACT 24182 - STORM DRAIN - LINE "C" * 10 YEAR HYDROLOGY ************************** * * * ************************************************************************** FILE NAME: 24182C10.DAT TIME/DATE OF STUDY: 21:21 11/22/1996 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT (YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE (INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE 10-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) = 10-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = 100-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) 100-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY (INCH/HOUR) SLOPE OF INTENSITY DURATION CURVE = .5506 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FOR FRICTION 2.360 .880 = 3.600 = 1. 400 .5505732 .5271139 .90 SLOPE = .8888 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 2 102.00 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "C-1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 950.00 UPSTREAM ELEVATION = 1132.10 DOWNSTREAM ELEVATION = 1106.60 ELEVATION DIFFERENCE = 25.50 TC = .359*[( 950.00**3)/( 25.50lJ**.2 = 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS lie" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) = 9.74 TOTAL AREA(ACRES) = 5.30 11. 499 2.207 .8328 TOTAL RUNOFF(CFS) = 9.74 ,,~ /20 e e . **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.50 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SVBAREA<<<<< AREA "Co2" ============================================================================ UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1106.60 400.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1100.50 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 11.50 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 13.81 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.22 PRODUCT OF DEPTH&VELOCITY = 1.25 STREET FLOW TRAVELTIME(MIN) = 2.07 TC(MIN) 13.57 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.015 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8278 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 3.50 SUMMED AREA(ACRES) = 7.40 TOTAL RUNOFF (CFS) 13.24 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 14.94 FLOW VELOCITY(FEET/SEC.) = 3.22 DEPTH*VELOCITY = 1.31 C.B. "0-2" (EAST SIDE) **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 7 102.50 IS CODE = >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.60 RAIN INTENSITY (INCH/HOUR) = 2.01 TOTAL AREA (ACRES) = 3.10 TOTAL RUNOFF(CFS) = 5.50 FLOWBY FLOWS FROM C.B. "0-2" **************************************************************************** FLOW PROCESS FROM NODE 102.50 TO NODE 6 105.00 IS CODE = >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "C-3" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1100.50 220.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1099.60 DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSSFALL(DECIMAL) .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 6.18 \'J:JO /2./ e e e STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 13.81 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.73 PRODUCT OF DEPTH&VELOCITY = .67 STREETFLOW TRAVELTIME (MIN) = 2.12 TC(MIN) 15.72 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.858 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8232 SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) = 1.38 SUMMED AREA(ACRES) = 4.00 TOTAL RUNOFF(CFS) = 6.88 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .41 HALFSTREET FLOODWIDTH(FEET) 14.94 FLOW VELOCITY(FEET/SEC.) = 1.67 DEPTH*VELOCITY = .68 FLOW PROCESS FROM NODE 102.00 TO NODE 105.00 IS CODE = **************************************************************************** 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 15.72 RAINFALL INTENSITY (INCH/HR) = 1.86 TOTAL STREAM AREA(ACRES) = 4.00 PEAK FLOW RATE (CFS) AT CONFLUENCE = 6.88 FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = **************************************************************************** 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "C-4" ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 260.00 UPSTREAM ELEVATION = 1109.50 DOWNSTREAM ELEVATION = 1105.00 ELEVATION DIFFERENCE = 4.50 TC = .359*[( 260.00**3)/( 4.50)J**.2 = 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "e" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) 2.60 TOTAL AREA(ACRES) = 1.10 7.476 2.798 .8444 2.60 TOTAL RUNOFF (CFS) = FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = **************************************************************************** 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1103.00 610.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1099.60 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "C-S" DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) = .017 /2'2- \~ e e . OUTSIDE STREET CROSS FALL (DECIMAL) .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 5.32 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.69 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.74 PRODUCT OF DEPTH&VELOCITY = .64 STREET FLOW TRAVELTIME(MIN) = 5.85 TC(MIN) = 13.33 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.035 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8284 SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) 5.39 SUMMED AREA(ACRES) = 4.30 TOTAL RUNOFF (CFS) = 7.99 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 14.94 FLOW VELOCITY(FEET/SEC.) = 1.94 DEPTH*VELOCITY = .79 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.33 RAINFALL INTENSITY (INCH/HR) = 2.03 TOTAL STREAM AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.99 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 13.82 13.33 2.035 2 14.18 15.72 1.858 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 13.82 8.30 AS FOLLOWS: Tc (MIN.) = 13.33 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 107.00 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "C-6" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1099.60 700.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1095.40 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSSFALL(DECIMAL) .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .064 18.00 \. ,?'V 1Q3 e e . SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 17.55 ***STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .50 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.34 PRODUCT OF DEPTH&VELOCITY = 1.18 STREETFLOW TRAVELTIME (MIN) = 5.00 TC(MIN) 18.33 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.708 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8182 SUBAREA AREA(ACRES) = 5.30 SUBAREA RUNOFF(CFS) = 7.40 SUMMED AREA(ACRES) = 13.60 TOTAL RUNOFF(CFS) = 21.23 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .52 HALFSTREET FLOODWIDTH(FEET) 20.00 FLOW VELOCITY(FEET/SEC.) = 2.56 DEPTH*VELOCITY = 1.34 C.B. '5 "CoS" & "C-6" **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 116.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 2 109.00 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "C-7" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 890.00 UPSTREAM ELEVATION = 1170.00 DOWNSTREAM ELEVATION = 1142.00 ELEVATION DIFFERENCE = 28.00 TC = .533*[( 890.00**3)/( 28.00)J**.2 = 16.092 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.834 *USER SPECIFIED (SUBAREA) : UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7800 SUBAREA RUNOFF(CFS) 4.44 TOTAL AREA(ACRES) = 3.10 TOTAL RUNOFF(CFS) = 4.44 **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 3 111.00 IS CODE = >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.5 ,\'" .., 12.4 - UPSTREAM NODE ELEVATION = 1142.00 DOWNSTREAM NODE ELEVATION = 1117.50 FLOWLENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) = 4.44 TRAVEL TIME (MIN.) = .25 TC(MIN. ) = 16.34 **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 111.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.34 RAINFALL INTENSITY(INCH/HR) = 1.82 TOTAL STREAM AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.44 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "C-8" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- e ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 435.00 UPSTREAM ELEVATION = 1136.10 DOWNSTREAM ELEVATION = 1117.50 ELEVATION DIFFERENCE = 18.60 TC = .359*[( 435.00**3)/( 18.60)J**.2 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 6.99 TOTAL AREA(ACRES) = 3.00 7.665 2.759 .8438 TOTAL RUNOFF (CFS) = 6.99 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.67 RAINFALL INTENSITY(INCH/HR) = 2.76 TOTAL STREAM AREA (ACRES) = 3.00 PEAK FLOW RATE (CFSI AT CONFLUENCE = 6.99 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** . STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.07 7.67 2.759 ~t>... IU e e . 2 9.04 16.34 1.819 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 9.07 6.10 AS FOLLOWS: Tc (MIN.) = 7.67 FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = **************************************************************************** 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1098.40 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "C.g" 1117.50 730.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 13.69 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 13.81 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.84 PRODUCT OF DEPTH&VELOCITY = 1.49 STREETFLOW TRAVELTIME (MIN) = 3.17 TC(MIN) = 10.84 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.281 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8345 SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) SUMMED AREA(ACRES) = 10.90 TOTAL RUNOFF (CFS) END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 14.94 FLOW VELOCITY(FEET/SEC.) = 4.42 DEPTH*VELOCITY = 1.80 9.13 18.20 C.B. "C.8" FLOW PROCESS FROM NODE 115.00 IS CODE = **************************************************************************** 3 112.00 TO NODE >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.8 UPSTREAM NODE ELEVATION = 1098.00 DOWNSTREAM NODE ELEVATION = 1097.00 FLOWLENGTH(FEET) = 140.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 18.20 TRAVEL TIME(MIN.) = .34 TC(MIN.) = 11.18 FLOW PROCESS FROM NODE 115.00 IS CODE = **************************************************************************** 1 112.00 TO NODE >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- J2.G /" ,,<9 - e . TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.18 RAINFALL INTENSITY(INCH/HR) = 2.24 TOTAL STREAM AREA(ACRES) = 10.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.20 **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 114.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "C-10" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNI FORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 830.00 UPSTREAM ELEVATION = 1112.00 DOWNSTREAM ELEVATION = 1098.00 ELEVATION DIFFERENCE = 14.00 TC = .709*[( 830.00**3)/( 14.00)]**.2 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS lie" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6413 SUBAREA RUNOFF(CFS) = 2.95 TOTAL AREA(ACRES) = 3.10 23.611 1.485 2.95 TOTAL RUNOFF(CFS) = INLET "C-7" **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 115.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 23.61 RAINFALL INTENSITY (INCH/HR) = 1.49 TOTAL STREAM AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.95 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 19.59 11.20 2.239 2 15.02 23.61 1. 485 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 19.59 14.00 AS FOLLOWS: Tc (MIN.) = 11.20 **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 116.00 IS CODE = 3 >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ,~~ 12.7 e e e DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.7 UPSTREAM NODE ELEVATION = 1097.00 DOWNSTREAM NODE ELEVATION = 1095.00 FLOWLENGTH(FEET) = 150.00 MANNING'S N ESTIMATED PIPE DIAMETER (INCH) 24.00 PIPEFLOW THRU SUBAREA (CFS) = 19.59 TRAVEL TIME(MIN.) = .29 TC(MIN.) = 11.49 = .013 NUMBER OF PIPES = 1 **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 116.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 32.90 11. 49 2.208 2 36.38 18.32 1.708 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA (ACRES) = ESTIMATES ARE = 36.38 27.60 AS FOLLOWS: Tc (MIN.) = 18.32 **************************************************************************** FLOW PROCESS FROM NODE 116.00 TO NODE 117.00 IS CODE = 3 >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.2 UPSTREAM NODE ELEVATION = 1095.00 DOWNSTREAM NODE ELEVATION = 1091.00 FLOWLENGTH(FEET) = 535.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 33.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) 36.38 TRAVEL TIME(MIN.) = 1.09 TC(MIN.) = 19.41 **************************************************************************** FLOW PROCESS FROM NODE 116.00 TO NODE 117.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.41 RAINFALL INTENSITY(INCH/HR) = 1.65 TOTAL STREAM AREA(ACRES) = 27.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 36.38 **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 117.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "C-11" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ,,~~ IQJ< e e . ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 625.00 UPSTREAM ELEVATION = 1095.40 DOWNSTREAM ELEVATION = 1091.20 ELEVATION DIFFERENCE = 4.20 TC = .359*[( 625.00**3)/( 4.20)]**.2 = 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) 6.38 TOTAL AREA(ACRES) = 3.70 12.830 2.078 .8295 TOTAL RUNOFF (CFS) = 6.38 C.B. 's "C-3" & "C-4" **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 117.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.83 RAINFALL INTENSITY (INCH/HR) = 2.08 TOTAL STREAM AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.38 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) ( INCH/HOUR) 1 30.42 12.83 2.078 2 41. 46 19.41 1. 654 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA (ACRES) = ESTIMATES ARE = 41. 46 31. 30 AS FOLLOWS: Tc (MIN.) = 19.41 **************************************************************************** FLOW PROCESS FROM NODE 117.00 TO NODE 122.00 IS CODE = 3 >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.7 UPSTREAM NODE ELEVATION = 1091.00 DOWNSTREAM NODE ELEVATION = 1090.50 FLOWLENGTH(FEET) = 60.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 41.46 TRAVEL TIME (MIN.) = .11 TC(MIN.) 19.53 **************************************************************************** FLOW PROCESS FROM NODE 11 7.00 TO NODE 122.00 IS CODE = 1 ,<~ 12~ e e . >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 19.53 RAINFALL INTENSITY (INCH/HR) = 1.65 TOTAL STREAM AREA (ACRES) = 31.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 41.46 FLOW PROCESS FROM NODE 118.00 TO NODE 119.00 IS CODE = **************************************************************************** 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "C-12" ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 390.00 UPSTREAM ELEVATION = 1134.20 DOWNSTREAM ELEVATION = 1119.50 ELEVATION DIFFERENCE = 14.70 TC = .303*[( 390.00**3)/( 14.70)J**.2 = 6.350 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 3.061 SOIL CLASSIFICATION IS "c" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8853 SUBAREA RUNOFF(CFS) = 1.63 TOTAL AREA(ACRES) = .60 TOTAL RUNOFF (CFS) = 1.63 FLOW PROCESS FROM NODE 119.00 TO NODE 120.00 IS CODE = **************************************************************************** 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1119.50 960.00 = 32.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1096.50 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "C-13" DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = 30.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.20 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .33 HALFSTREET FLOODWIDTH(FEET) = 9.03 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.30 PRODUCT OF DEPTH&VELOCITY = 1.08 STREETFLOW TRAVELTIME (MIN) = 4.85 TC(MIN) 11.20 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.239 SOIL CLASSIFICATION IS "c" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8810 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 3.16 SUMMED AREA (ACRES) = 2.20 TOTAL RUNOFF(CFS) = 4.78 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .37 HALFSTREET FLOODWIDTH(FEET) 10.91 FLOW VELOCITY (FEET/SEC.) = 3.55 DEPTH*VELOCITY = 1.30 J .3t> ","~6.v e e . **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 6 121.00 IS CODE = >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "C-14" ============================================================================ UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1096.50 820.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1091.20 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 7.67 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 13.81 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.15 PRODUCT OF DEPTH&VELOCITY = .84 STREET FLOW TRAVELTIME(MIN) = 6.36 TC(MIN) 17.56 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.748 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8196 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 5.73 SUMMED AREA(ACRES) = 6.20 TOTAL RUNOFF(CFS) 10.51 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .43 HALFSTREET FLOODWIDTH(FEET) 16.06 FLOW VELOCITY(FEET/SEC.) = 2.23 DEPTH*VELOCITY = .95 C.B.'s "C-1" & "c-2" **************************************************************************** FLOW PROCESS FROM NODE 121. 00 TO NODE 1 122.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.56 RAINFALL INTENSITY (INCH/HR) = 1.75 TOTAL STREAM AREA (ACRES) = 6.20 PEAK FLOW RATE (CFS) AT CONFLUENCE = 10.51 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) ( INCH/HOUR) 1 47.79 17.56 1. 748 2 51. 37 19.53 1. 649 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 51.37 37.50 AS FOLLOWS: Tc (MIN.) = 19.53 ============================================================================ END OF STUDY SUMMARY: ~ /3/ e e e PEAK FLOW RATE(CFS) = 51.37 Tc(MIN.) = 19.53 TOTAL AREA(ACRES) = 37.50 END OF RATIONAL METHOD ANALYSIS ============================================================================ TO A.D. 159. LINE "M" IdQ ~ " e e e **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-90 Advanced Engineering Software (aes) Ver. 5.8A Release Date: 8/28/90 Serial # 8198 Analysis prepared by: KEITH INTERNATIONAL, INC. - INLAND EMPIRE 22690 CACTUS AVENUE, SUITE 300 MORENO VALLEY, CA 92507 (909) 653-0234 FAX (909) 653-5308 ************************** DESCRIPTION OF STUDY ************************** * PALOMA DEL SOL * * TRACT 24182 - STORM DRAIN - LINE "D" * * 10 YEAR HYDROLOGY * ************************************************************************** FILE NAME: 24182D10.DAT TIME/DATE OF STUDY: 21:22 11/22/1996 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT (YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE 10-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) = 10-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = 100-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) 100-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY (INCH/HOUR) = .8888 SLOPE OF INTENSITY DURATION CURVE = .5506 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FOR FRICTION 2.360 .880 3.600 1. 400 .5505732 .5271139 .90 SLOPE = **************************************************************************** FLOW PROCESS FROM NODE 201. 00 TO NODE 2 202.00 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "0-1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 740.00 UPSTREAM ELEVATION = 1131.10 DOWNSTREAM ELEVATION = 1104.40 ELEVATION DIFFERENCE = 26.70 TC = .359*[( 740.00**3)/( 26.70)J**.2 = 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 6.05 TOTAL AREA (ACRES) = 3.00 9.808 2.409 .8373 TOTAL RUNOFF (CFS) = 6.05 1>."" 'l 1.35 e e . **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 6 203.00 IS CODE = >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "0.2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1104.40 450.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1101. 40 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 8.77 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 14.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.13 PRODUCT OF DEPTH&VELOCITY = .87 STREETFLOW TRAVELTIME(MIN) = 3.52 TC(MIN) 13.33 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8284 SUBAREA AREA (ACRES) = 3.20 SUBAREA RUNOFF (CFS) SUMMED AREA(ACRES) = 6.20 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .45 HALFSTREET FLOODWIDTH(FEET) 17.19 FLOW VELOCITY(FEET/SEC.) = 2.14 DEPTH*VELOCITY = .96 C.Bo's "0.1" & "0.3" 2.035 5.39 11. 45 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 1 203.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 13.33 RAINFALL INTENSITY(INCH/HR) = 2.03 TOTAL STREAM AREA(ACRES) = 6.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.45 **************************************************************************** FLOW PROCESS FROM NODE 102.50 TO NODE 7 102.50 IS CODE = >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.60 RAIN INTENSITY (INCH/HOUR) = 2.01 TOTAL AREA(ACRES) = 4.30 TOTAL RUNOFF (CFS) = 7.70 FLOW INTERCEPTED BY C.B. "D-3" FROM TR. 24182 LINE "C" HYDROLOGY **************************************************************************** FLOW PROCESS FROM NODE 102.50 TO NODE 1 203.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< '-f' ~ }.:34 e e . >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.60 RAINFALL INTENSITY (INCH/HR) = 2.01 TOTAL STREAM AREA(ACRES) = 4.30 PEAK FLOW RATE (CFS) AT CONFLUENCE = 7.70 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) ( INCH/HOUR) 1 18.99 13.33 2.035 2 19.02 13.60 2.012 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 18.99 10.50 13.33 AS FOLLOWS: Tc (MIN.) = END OF STUDY SUMMARY: PEAK FLOW RATE (CFS) = TOTAL AREA (ACRES) = Tc(MIN.) = 13.33 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 18.99 10.50 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS 1.3,5 TO A.D. 159. LINE "S" \.~ e . . **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-90 Advanced Engineering Software (aes) Ver. 5.8A Release Date: 8/28/90 Serial # 8198 Analysis prepared by: KEITH INTERNATIONAL, INC. - INLAND EMPIRE 22690 CACTUS AVENUE, SUITE 300 MORENO VALLEY, CA 92507 (909) 653-0234 FAX (909) 653-5308 ************************** DESCRIPTION OF STUDY * PALOMA DEL SOL * TRACT 24182 - STORM DRAIN - LINE "E" * 10 YEAR HYDROLOGY ************************** * * * ************************************************************************** FILE NAME: 24182E10.DAT TIME/DATE OF STUDY: 10:46 11/25/1996 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE 10-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) = 10-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = 100-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) 100-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) SLOPE OF INTENSITY DURATION CURVE = .5506 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FOR FRICTION 2.360 .880 3.600 = 1. 400 .5505732 .5271139 .90 SLOPE = .8888 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "E-1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*((LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 535.00 UPSTREAM ELEVATION = 1096.50 DOWNSTREAM ELEVATION = 1088.30 ELEVATION DIFFERENCE = 8.20 TC = .359*[( 535.00**3)/( 8.20)]**.2 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) = 4.53 TOTAL AREA(ACRES) = 2.30 10.223 2.355 .8361 TOTAL RUNOFF(CFS) = 4.53 / \1>.0;) /3(; e e - **************************************************************************** FLOW PROCESS FROM NODE 41. 00 TO NODE 6 42.00 IS CODE = >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "E-2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1088.30 575.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1077.60 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .064 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 6.77 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .33 HALFSTREET FLOODWIDTH(FEET) = 10.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.11 PRODUCT OF DEPTH&VELOCITY = 1.03 STREET FLOW TRAVELTIME(MIN) = 3.08 TC(MIN) = 13.30 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.037 SOIL CLASSIFICATION IS "e" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8284 SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 4.56 SUMMED AREA(ACRES) = 5.00 TOTAL RUNOFF(CFS) = 9.08 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .37 HALFSTREET FLOODWIDTH(FEET) 12.69 FLOW VELOCITY(FEET/SEC.) = 2.97 DEPTH*VELOCITY = 1.10 **************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 6 43.00 IS CODE = >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "E-3" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1077.60 370.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1073.70 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 11.01 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 14.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.67 PRODUCT OF DEPTH&VELOCITY = 1.09 STREET FLOW TRAVELTIME(MIN) = 2.31 TC(MIN) 15.61 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.865 SOIL CLASSIFICATION IS "e" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8234 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 3.84 ,kt.:! 1.37 e e . SUMMED AREA(ACRES) = 7.50 TOTAL RUNOFF(CFS) 12.92 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .43 HALFSTREET FLOODWIDTH(FEET) 16.06 FLOW VELOCITY(FEET/SEC.) = 2.74 DEPTH*VELOCITY = 1.17 C.B. 's "E-3" & "E.4" **************************************************************************** FLOW PROCESS FROM NODE 43.00 TO NODE 49.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.61 RAIN INTENSITY (INCH/HOUR) = 1.87 TOTAL AREA(ACRES) = 5.00 TOTAL RUNOFF (CFS) = 8.60 FLOW INTERCEPTED BY C.B. 's "E-3" & "E-4" **************************************************************************** FLOW PROCESS FROM NODE 43.00 TO NODE 49.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.61 RAINFALL INTENSITY (INCH/HR) = 1.87 TOTAL STREAM AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.60 **************************************************************************** FLOW PROCESS FROM NODE 44.00 TO NODE 45.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "E-4" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOW-LENGTH = 690.00 UPSTREAM ELEVATION = 1094.00 DOWNSTREAM ELEVATION = 1084.30 ELEVATION DIFFERENCE = 9.70 TC = .359*[( 690.00**3)/( 9.70)J**.2 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) 6.43 TOTAL AREA (ACRES) = 3.50 11.516 2.205 .8327 6.43 TOTAL RUNOFF (CFS) = **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 6 46.00 IS CODE = >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "E.5" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1084.30 320.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1079.10 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) = .017 \~ 1~8 e e . OUTSIDE STREET CROSSFALL(DECIMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 9.05 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.69 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.96 PRODUCT OF DEPTH&VELOCITY = 1.09 STREETFLOW TRAVELTIME (MIN) = 1.80 TC(MIN) 13.32 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.036 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8284 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 5.23 SUMMED AREA(ACRES) = 6.60 TOTAL RUNOFF(CFS) = 11.65 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .39 HALFSTREET FLOODWIDTH(FEET) 13.81 FLOW VELOCITY(FEET/SEC.) = 3.27 DEPTH*VELOCITY = 1.27 **************************************************************************** FLOW PROCESS FROM NODE 46.00 TO NODE 6 47.00 IS CODE = >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "E.6" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1079.10 320.00 = 20.00 1075.80 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSSFALL(DECIMAL) .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 13.91 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 16.06 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.95 PRODUCT OF DEPTH&VELOCITY = 1.26 STREET FLOW TRAVELTIME(MIN) = 1.81 TC(MIN) 15.13 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.898 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8244 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) 4.54 SUMMED AREA(ACRES) = 9.50 TOTAL RUNOFF (CFS) 16.19 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .45 HALFSTREET FLOODWIDTH(FEET) = 17.19 FLOW VELOCITY(FEET/SEC.) = 3.03 DEPTH*VELOCITY = 1.35 **************************************************************************** FLOW PROCESS FROM NODE 47.00 TO NODE 48.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "E-7" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = 1075.80 DOWNSTREAM ELEVATION = 1074.60 \~~ 1-3.5 e STREET LENGTH (FEET) = 220.00 STREET HALFWIDTH(FEET) = 20.00 CURB HEIGTH(INCHES) 6. DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .064 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 18.34 ***STREET FLOWING FULL*.* STREETFLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .50 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.44 PRODUCT OF DEPTH&VELOCITY = 1.23 STREETFLOW TRAVELTIME(MIN) = 1.50 TC(MIN) = 16.63 e 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 1.801 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8214 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 4.29 SUMMED AREA(ACRES) = 12.40 TOTAL RUNOFF(CFS) 20.48 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .52 HALFSTREET FLOODWIDTH(FEET) 20.00 FLOW VELOCITY(FEET/SEC.) = 2.47 DEPTH*VELOCITY = 1.29 C.Bo's "E-S" & "E-6" **************************************************************************** FLOW PROCESS FROM NODE 48.00 TO NODE 49.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 16.63 RAIN INTENSITY(INCH/HOUR) = 1.80 TOTAL AREA(ACRES) = 11.40 TOTAL RUNOFF(CFS) = 18.80 FLOW INTERCEPTED BY C.B.:S "E.S" & "E.6" **************************************************************************** FLOW PROCESS FROM NODE 48.00 TO NODE 49.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.63 RAINFALL INTENSITY(INCH/HR) = 1.80 TOTAL STREAM AREA(ACRES) = 11.40 PEAK FLOW RATE (CFS) AT CONFLUENCE = 18.80 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. . ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) +0-. 140 e e . 1 2 26.25 27.11 15.61 16.63 1. 865 1. 801 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 27.11 16.40 16.63 AS FOLLOWS: Tc (MIN.) = **************************************************************************** FLOW PROCESS FROM NODE 49.00 TO NODE 3 54.00 IS CODE = >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.4 UPSTREAM NODE ELEVATION = 1074.00 DOWNSTREAM NODE ELEVATION = 1073.35 FLOWLENGTH(FEET) = 130.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) 27.11 TRAVEL TIME(MIN.) = .34 TC(MIN.) 16.97 **************************************************************************** FLOW PROCESS FROM NODE 49.00 TO NODE 54.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 43.00 TO NODE 7 49.00 IS CODE = >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.61 RAIN INTENSITY(INCH/HOUR) = 1.87 TOTAL AREA(ACRES) = 2.50 TOTAL RUNOFF(CFS) = 4.30 FLOWBY FLOWS FROM C.B. '$ "E.3" & "E-4" **************************************************************************** FLOW PROCESS FROM NODE 43.00 TO NODE 1 49.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.61 RAINFALL INTENSITY(INCH/HR) = 1.87 TOTAL STREAM AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.30 **************************************************************************** FLOW PROCESS FROM NODE 48.00 TO NODE 49.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 16.63 RAIN INTENSITY(INCH/HOUR) = 1.80 ,,-so 141 e e . TOTAL AREA (ACRES) = .50 TOTAL RUNOFF(CFS) = .85 FLOWBY FLOWS FROM C.B.:S "E-S" & "E-6" **************************************************************************** FLOW PROCESS FROM NODE 48.00 TO NODE 1 49.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 16.63 RAINFALL INTENSITY (INCH/HR) = 1.80 TOTAL STREAM AREA (ACRES) = .50 PEAK FLOW RATE (CFS) AT CONFLUENCE = .85 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. * * PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 5.10 15.61 1. 865 2 5.00 16.63 1.801 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA(ACRES) = AS FOLLOWS: Tc (MIN.) = 15.61 ESTIMATES ARE 5.10 3.00 **************************************************************************** FLOW PROCESS FROM NODE 49.00 TO NODE 6 51.10 IS CODE = >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "E.8" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1074.10 170.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1073.20 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.24 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .45 HALFSTREET FLOODWIDTH(FEET) = 17.19 AVERAGE FLOW VELOCITY (FEET/SEC.) = 1.96 PRODUCT OF DEPTH&VELOCITY = .88 STREET FLOW TRAVELTIME (MIN) = 1.44 TC(MIN) 17.05 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.777 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8206 SUBAREA AREA(ACRES) = .20 SUBAREA RUNOFF (CFS) .29 SUMMED AREA(ACRES) = 3.20 TOTAL RUNOFF (CFS) = 5.39 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .45 HALFSTREET FLOODWIDTH(FEET) = 17.19 FLOW VELOCITY(FEET/SEC.) = 2.02 DEPTH*VELOCITY = .90 ,.'\. ,'7 1/1 n e e . FLOW PROCESS FROM NODE 51. 00 IS CODE = **************************************************************************** 1 49.00 TO NODE >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.05 RAINFALL INTENSITY (INCH/HR) = 1.78 TOTAL STREAM AREA(ACRES) = 3.20 PEAK FLOW RATE (CFS) AT CONFLUENCE = 5.39 FLOW PROCESS FROM NODE 51. 10 IS CODE = **************************************************************************** 2 50.10 TO NODE >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "E.9" ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOW-LENGTH = 530.00 UPSTREAM ELEVATION = 1078.30 DOWNSTREAM ELEVATION = 1073.20 ELEVATION DIFFERENCE = 5.10 TC = .359*[( 530.00**3)/( 5.10)J**.2 = 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 2.24 TOTAL AREA (ACRES) = 1.20 11.179 2.242 .8336 TOTAL RUNOFF(CFS) = 2.24 FLOW PROCESS FROM NODE 51.10 IS CODE = **************************************************************************** 1 50.10 TO NODE >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.18 RAINFALL INTENSITY (INCH/HR) = 2.24 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.24 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 5.78 7.17 TABLE ** TIME (MIN.) 11.18 17.05 INTENSITY (INCH/HOUR) 2.242 1.777 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA(ACRES) = ESTIMATES ARE 7.17 4.40 AS FOLLOWS: Tc (MIN.) = 17.05 /4-3 C.B. "E-2" \41/ tit e .- **************************************************************************** FLOW PROCESS FROM NODE 51.10 TO NODE 54.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * * PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 34.24 16.97 1. 782 2 34.20 17.05 1.777 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA (ACRES) = ESTIMATES ARE 34.24 20.80 AS FOLLOWS: Tc (MIN.) = 16.97 **************************************************************************** FLOW PROCESS FROM NODE 54.00 TO NODE 3 54.50 IS CODE = >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.2 INCHES PIPEFLOW VELOCITY (FEET/SEC.) = 7.0 UPSTREAM NODE ELEVATION = 1073.35 DOWNSTREAM NODE ELEVATION = 1073.00 FLOWLENGTH(FEET) = 65.00 MANNING'S N ESTIMATED PIPE DIAMETER (INCH) = 33.00 PIPEFLOW THRU SUBAREA (CFS) 34.24 TRAVEL TIME (MIN.) = .15 TC (MIN. ) = .013 NUMBER OF PIPES = 1 17.12 **************************************************************************** FLOW PROCESS FROM NODE 54.00 TO NODE 54.50 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 48.00 TO NODE 7 49.00 IS CODE = >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 16.63 RAIN INTENSITY(INCH/HOUR) = 1.80 TOTAL AREA(ACRES) = .50 TOTAL RUNOFF (CFS) = .85 FLOWSY FLOWS FROM C.So's "E.5" & "E-6" **************************************************************************** FLOW PROCESS FROM NODE 49.00 TO NODE 6 53.00 IS CODE = >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "E.10" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1074.10 170.00 = 20.00 1073.20 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSSFALL(DECIMAL) = .017 18.00 "I)?:J /q,4 e e - OUTSIDE STREET CROSS FALL (DECIMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 1.40 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .31 HALFSTREET FLOODWIDTH(FEET) = 9.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.56 PRODUCT OF DEPTH&VELOCITY = .49 STREETFLOW TRAVELTIME (MIN) = 1.82 TC(MIN) = 18.45 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8180 SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF(CFS) = SUMMED AREA (ACRES) = 1.30 TOTAL RUNOFF(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.56 FLOW VELOCITY(FEET/SEC.) = 1.51 DEPTH*VELOCITY = .53 1. 702 1.11 1. 96 **************************************************************************** FLOW PROCESS FROM NODE 49.00 TO NODE 1 53.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.45 RAINFALL INTENSITY (INCH/HR) = 1.70 TOTAL STREAM AREA (ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.96 **************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 2 53.00 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "E-11" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 530.00 UPSTREAM ELEVATION = 1078.40 DOWNSTREAM ELEVATION = 1073.20 ELEVATION DIFFERENCE = 5.20 TC = .359*[( 530.00**3)/( 5.20)]**.2 = 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 3.00 TOTAL AREA(ACRES) = 1.60 11.135 2.247 .8337 3.00 TOTAL RUNOFF(CFS) = **************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 1 53.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ,..c.... ~ /4-S" e e . TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 11.14 RAINFALL INTENSITY (INCH/HR) = 2.25 TOTAL STREAM AREA(ACRES) = 1.60 PEAK FLOW RATE (CFS) AT CONFLUENCE = 3.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. * * PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.18 11.14 2.247 2 4.23 18.45 1. 702 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 4.18 2.90 AS FOLLOWS: Tc (MIN.) = 11.14 C.B. "E-1" **************************************************************************** FLOW PROCESS FROM NODE 53.00 TO NODE 54.50 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * * PEAK STREAM NUMBER 1 2 TABLE ** TIME (MIN.) 11.14 17.12 FLOW RATE RUNOFF (CFS) 26.45 37.54 INTENSITY (INCH/HOUR) 2.247 1. 773 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA (ACRES) = ESTIMATES ARE = 37.54 23.70 AS FOLLOWS: Tc (MIN.) = 17.12 **************************************************************************** FLOW PROCESS FROM NODE 54.50 TO NODE 3 51. 50 IS CODE = >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUHAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.1 UPSTREAM NODE ELEVATION = 1073.00 DOWNSTREAM NODE ELEVATION = 1072.25 FLOWLENGTH(FEET) = 150.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) 36.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUHAREA(CFS) = 37.54 TRAVEL TIME(MIN.) = .35 TC(MIN.) 17.48 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE (CFS) = TOTAL AREA(ACRES) = 37.54 23.70 Tc (MIN.) = 17.48 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS TO TRACT 24182 - LINE "B" \~ 14-~ - e It **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM RASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-90 Advanced Engineering Software (aes) Ver. 5.8A Release Date: 8/28/90 Serial # 8198 Analysis prepared by: KEITH INTERNATIONAL, INC. - INLAND EMPIRE 22690 CACTUS AVENUE, SUITE 300 MORENO VALLEY, CA 92507 (909) 653-0234 FAX (909) 653-5308 ************************** DESCRIPTION OF STUDY * PALOMA DEL SOL * TRACT 24183 - STORM DRAIN - LINE "A" * 10 YEAR HYDROLOGY ************************** * * * ************************************************************************** FILE NAME: 24183A10.DAT TIME/DATE OF STUDY: 7: 1 5/ 1/1996 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE 10-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) = 10-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = 100-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) 100-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY (INCH/HOUR) = .8888 SLOPE OF INTENSITY DURATION CURVE = .5506 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FOR FRICTION 2.360 .880 = 3.600 = 1. 400 .5505732 .5271139 SLOPE = .90 **************************************************************************** FLOW PROCESS FROM NODE 1. 00 TO NODE 2.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 800.00 UPSTREAM ELEVATION = 1124.00 DOWNSTREAM ELEVATION = 1106.50 ELEVATION DIFFERENCE = 17.50 TC = .359*[( 800.00**3)/( 17.50)]**.2 11.184 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.241 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8336 SUBAREA RUNOFF(CFS) = 10.28 TOTAL AREA(ACRES) = 5.50 TOTAL RUNOFF(CFS) = 10.28 ,,4} 14-7 it e - FLOW PROCESS FROM NODE 2.00 TO NODE 5.00 IS CODE = **************************************************************************** 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1088.30 ============================================================================ AREA "A-2" 1106.50 790.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 14.90 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 14.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.62 PRODUCT OF DEPTH&VELOCITY = 1.48 STREET FLOW TRAVELTIME(MIN) = 3.64 TC(MIN) = 14.82 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 1.919 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8251 SUBAREA AREA(ACRES) = 5.80 SUBAREA RUNOFF(CFS) 9.18 SUMMED AREA(ACRES) = 11.30 TOTAL RUNOFF(CFS) 19.46 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 16.06 FLOW VELOCITY(FEET/SEC.) = 4.13 DEPTH*VELOCITY = 1.76 FLOW PROCESS FROM NODE 5.00 IS CODE = **************************************************************************** 1 2.00 TO NODE >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.82 RAINFALL INTENSITY(INCH/HR) = 1.92 TOTAL STREAM AREA(ACRES) = 11.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.46 FLOW PROCESS FROM NODE 4.00 IS CODE = **************************************************************************** 2 3.00 TO NODE >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "A.3" ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1148.00 DOWNSTREAM ELEVATION = 1123.00 ELEVATION DIFFERENCE = 25.00 TC = .359*[( 700.00**3)/( 25.00)J**.2 = 9.612 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.436 /~ ,,-6"\ it SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8378 SUBAREA RUNOFF(CFS) = 9.18 TOTAL AREA (ACRES) = 4.50 TOTAL RUNOFF (CFS) = 9.18 .*************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-4" ============================================================================ UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1123.00 500.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1088.30 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK 18.00 INTERIOR STREET CROSS FALL (DECIMAL) = .020 OUTSIDE STREET CROSS FALL (DECIMAL) .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 13.06 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 9.59 AVERAGE FLOW VELOCITY(FEET/SEC.) 6.07 PRODUCT OF DEPTH&VELOCITY = 2.06 STREET FLOW TRAVELTIME (MIN) = 1.37 TC(MIN) 10.99 e 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.263 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8341 SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) = 7.74 SUMMED AREA(ACRES) = 8.60 TOTAL RUNOFF (CFS) = 16.92 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .36 HALFSTREET FLOODWIDTH(FEET) 10.72 FLOW VELOCITY(FEET/SEC.) = 6.48 DEPTH*VELOCITY = 2.35 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.99 RAINFALL INTENSITY(INCH/HR) = 2.26 TOTAL STREAM AREA(ACRES) = 8.60 PEAK FLOW RATE (CFS) AT CONFLUENCE = 16.92 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) e 1 31. 35 10.99 2.263 2 33.81 14.82 1. 919 'O~ 14-~ - e -- COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 33.81 19.90 AS FOLLOWS: Tc (MIN.) = 14.82 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-S" ============================================================================ UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1088.30 100.00 = 20.00 1086.30 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) .017 OUTSIDE STREET CROSS FALL (DECIMAL) .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 34.51 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .50 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.59 PRODUCT OF DEPTH&VELOCITY = 2.31 STREETFLOW TRAVELTlME(MIN) = .36 TC(MIN) 15.18 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8243 SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 20.80 TOTAL RUNOFF (CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .50 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.69 DEPTH*VELOCITY = 2.36 C.So'S "A-1" & "A-2" 1. 894 1. 41 35.22 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 27.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.2 UPSTREAM NODE ELEVATION = 1077.50 DOWNSTREAM NODE ELEVATION = 1075.00 FLOWLENGTH(FEET) = 300.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) 30.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 35.22 TRAVEL TIME (MIN.) = .61 TC(MIN.) 15.79 *****************************************************.********************** FLOW PROCESS FROM NODE 6.00 TO NODE 27.00 IS CODE = 1 ,,~ I-SO -- e -- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 15.79 RAINFALL INTENSITY(INCH/HR) = 1.85 TOTAL STREAM AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.22 **************************************************************************** FLOW PROCESS FROM NODE 64.00 TO NODE 64.51 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "G-S" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 730.00 UPSTREAM ELEVATION = 1094.20 DOWNSTREAM ELEVATION = 1087.50 ELEVATION DIFFERENCE = 6.70 TC = .303*[( 730.00**3)/( 6.70)]**.2 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "c" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8813 SUBARRA RUNOFF(CFS) = 2.82 TOTAL AREA(ACRES) = 1.40 10.823 2.282 2.82 TOTAL RUNOFF(CFS) C.B. "8-9.S" **************************************************************************** FLOW PROCESS FROM NODE 64.51 TO NODE 27.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.0 UPSTREAM NODE ELEVATION = 1082.00 DOWNSTREAM NODE ELEVATION = 1077.00 FLOWLENGTH(FEET) = 50.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) 2.82 TRAVEL TIME (MIN.) = .08 TC(MIN.) 10.90 **************************************************************************** FLOW PROCESS FROM NODE 64.51 TO NODE 27.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 10.90 RAINFALL INTENSITY(INCH/HR) = 2.27 TOTAL STREAM AREA(ACRES) = 1.40 PEAK FLOW RATE (CFS) AT CONFLUENCE = 2.82 '\\fl ~I - e - RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 27.12 10.90 2.273 2 37.51 15.79 1. 854 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = AS FOLLOWS: Tc (MIN.) = 15.79 ESTIMATES ARE = 37.51 22.20 **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.0 UPSTREAM NODE ELEVATION = 1075.00 DOWNSTREAM NODE ELEVATION = 1074.50 FLOWLENGTH(FEET) = 50.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 37.51 TRAVEL TIME (MIN.) = .09 TC(MIN.) 15.88 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFSl = TOTAL AREA (ACRES) = 37.51 22.20 Tc (MIN.) = 15.88 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS TO TRACT 24182 - LINE "B" ,t} 1-&2. - e .e **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (e) Copyright 1982-90 Advanced Engineering Software (aes) Ver. 5.8A Release Date: 8/28/90 serial # 8198 Analysis prepared by: KEITH INTERNATIONAL, INC. - INLAND EMPIRE 22690 CACTUS AVENUE, SUITE 300 MORENO VALLEY, CA 92507 (909) 653-0234 FAX (909) 653-5308 ************************** DESCRIPTION OF STUDY ************************** * PALOMA DEL SOL * * TRACT 24183 - STORM DRAIN - LINE "B" * * 10 YEAR HYDROLOGY * ************************************************************************** FILE NAME: 24183B10.DAT TIME/DATE OF STUDY: 0:15 4/30/1996 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE 10-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) = 10-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = 100-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) 100-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY (INCH/HOUR) = .8888 SLOPE OF INTENSITY DURATION CURVE = .5506 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FOR FRICTION 2.360 .880 3.600 = 1. 400 .5505732 .5271139 SLOPE .90 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 2 12.00 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "8-1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 550.00 UPSTREAM ELEVATION = 1090.00 DOWNSTREAM ELEVATION = 1085.50 ELEVATION DIFFERENCE = 4.50 TC = .709*[( 550.00**3)/( 4.50)J**.2 = 23.145 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 1.502 SOIL CLASSIFICATION IS "c" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6434 SUBAREA RUNOFF(CFS) = 2.71 TOTAL AREA(ACRES) = 2.80 TOTAL RUNOFF (CFS) 2.71 \~1r 1&-<3 -- e - **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 12.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 23.15 RAINFALL INTENSITY (INCH/HR) = 1.50 TOTAL STREAM AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.71 *********************.********.********************************************* FLOW PROCESS FROM NODE 11. 00 TO NODE 12.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "8-2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 300.00 UPSTREAM ELEVATION = 1087.00 DOWNSTREAM ELEVATION = 1085.50 ELEVATION DIFFERENCE = 1.50 TC = .359*[( 300.00**3)/( 1.50)]**.2 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) = 1.98 TOTAL AREA(ACRES) = 1.00 10.148 2.364 .8363 1. 98 TOTAL RUNOFF (CFS) = **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.15 RAINFALL INTENSITY(INCH/HR) = 2.36 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE (CFS) AT CONFLUENCE = 1.98 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 3.16 10.15 2.364 2 3.96 23.15 1. 502 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA(ACRES) = AS FOLLOWS: Tc (MIN.) = 23.15 ESTIMATES ARE = 3.96 3.80 \~ IS4 - e - FLOW PROCESS FROM NODE 12.00 TO NODE 15.00 IS CODE = **************************************************************************** 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1085.50 250.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "8-3" DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSS FALL (DECIMAL) .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.69 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.69 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.86 PRODUCT OF DEPTH&VELOCITY = .69 STREET FLOW TRAVELTIME(MIN) = 2.24 TC(MIN) 25.39 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 1.427 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8069 SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 3.45 SUMMED AREA(ACRES) = 6.80 TOTAL RUNOFF(CFS) 7.42 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .39 HALFSTREET FLOODWIDTH(FEET) 13.81 FLOW VELOCITY(FEET/SEC.) = 2.08 DEPTH*VELOCITY = .81 1084.00 FLOW PROCESS FROM NODE 12.00 TO NODE 15.00 IS CODE = **************************************************************************** 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 25.39 RAINFALL INTENSITY (INCH/HR) = 1.43 TOTAL STREAM AREA(ACRES) = 6.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.42 FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = **************************************************************************** 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- AREA "8-4" ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 750.00 UPSTREAM ELEVATION = 1118.00 DOWNSTREAM ELEVATION = 1112.00 ELEVATION DIFFERENCE = 6.00 TC = .359*[( 750.00**3)/( 6.00)J**.2 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "C" 13.327 2.035 IS5 \~ I>v - CONDOMINIUM DEVELOPMENT SUBAREA RUNOFF (CFS) TOTAL AREA (ACRES) = RUNOFF COEFFICIENT = .8284 9.78 5.80 TOTAL RUNOFF(CFS) = 9.78 ******************************************************.********************* ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 6 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "8-S" UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1112.00 650.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1084.00 DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSSFALL(DECIMALl = .017 OUTSIDE STREET CROSSFALL(DECIMAL) .064 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 13.29 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.56 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.12 PRODUCT OF DEPTH&VELOCITY = 1.79 STREET FLOW TRAVELTIME(MIN) = 2.12 TC(MIN) = 15.44 e 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 1.876 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8238 SUBAREA AREA(ACRES) = 4.60 SUBAREA RUNOFF(CFS) = 7.11 SUMMED AREA(ACRES) = 10.40 TOTAL RUNOFF(CFS) 16.89 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 13.81 FLOW VELOCITY(FEET/SEC.) = 4.73 DEPTH*VELOCITY = 1.84 **************************************************************************** ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 1 ============================================================================ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 15.44 RAINFALL INTENSITY(INCH/HR) = 1.88 TOTAL STREAM AREA(ACRES) = 10.40 PEAK FLOW RATE (CFS) AT CONFLUENCE = 16.89 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 21. 40 15.44 1.876 - 2 20.26 25.39 1.427 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ~ jSc. - e -- PEAK FLOW RATE(CFS) = TOTAL AREA (ACRES) = 21. 40 17.20 15.44 Tc (MIN.) = C.B. 's "8-1" & "8-2" **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 29.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.1 UPSTREAM NODE ELEVATION = 1074.00 DOWNSTREAM NODE ELEVATION = 1070.50 FLOWLENGTH(FEET) = 250.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 21.40 TRAVEL TIME (MIN.) = .46 TC(MIN.) = 15.90 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = TOTAL AREA (ACRES) = 21. 40 17.20 Tc (MIN.) = 15.90 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS TO TRACT 24182 - LINE "B" ~~ /J;,7 I 'II e . '- HYDROLOGY MAP ,~'\. e . e -- CATCH BASIN DESIGN CALCULATIONS & GUTTER CAPACITY ANALYSIS \.() -- e -- HYDRAUUC DESIGN, SlJMP CATCH BASIN Project: 112AC.T Z4-fSZ r ) Catch Basin Number: A-J PI1L01'1Il ]:)(iZ. so'- la-year Discharge (from Rational Method) (cfs): /0.1 lOa-year Discharge (from Rational Method) (cfs): /1.3 Carryover from C.B. No. = (cfs): 0 - Total Design Discharge (cfs): 11.3 Maximum Ponding Depth (ft): /JSE. 7?lE pe-prlf ~ t...P. oF" &.g ,q.S ~CE/Z.vAT/Of\J oP F1ZEE"zroM20 _, "f IN "'T1+t! rl,~To 1"f.W _IN ... DII"",""/O ..O.g3 Use City of Los Angeles (Department of Public Works) Hydraulic DesignManual,ChartLL-15 Tl-IIS DM,,~:ro.e3' FAU-S NeAfZ- ~ W = "I L../Ne J ct+E"~ vJfi1'11<!. t::r;)v""Q/..J. Discharge Intercepted (cfs): /7."3 Q c 3.087 \I..U4 ,.s o>.P. ~:; QeAP- .. ~.oe7 (IIXo.63) = 2G.t,7 '//7-3 :.0.1/.. \. f.tJo... I,~B - e e HYDRAUUC DESIGN, SUMP CATCH BASIN Project: J12AC.7 V/-JBz.. rAL.OMA":I:>a.. ~ Catch Basin Number: (A-Z.) lO-year Discharge (from Rational Method) (ds); 4.~ IOO-year Discharge (from Rational Method) (ds): 1.~ Carryover from C.B. No. L..,..J .I. '11-'_ I / . ~-~ ~ ~ = (ds): 1.1 l/Alct.-II01:l>JN H'(D/2Dt..06~ Total Design Discharge (cfs); 1. S Maximum Ponding Depth (ft): t.OW FT. 8-~5'~ MPrN7rNA T>1ZJve- = I/()~.!>"i _ '-ON pr. !. t... P. OF C.&. ~-Z I .., I/O!>. So ~~O.71/ Use City of Los Angeles (Depanmem of Public Works) Hydraulic Design Manual, Chan LL-15 n /. I - v"'''''''.; 0.71 ) IAJEIIZ- ~I"OI7 /0", I W = 1/ Discharge Intercepted (cfs): 1.3 ,.'5 QCAf' :=. 3.087 W D 41CM> =' 3.0~7(,1'J.!;.7'1)"~ ZS.EYfcFS '7 7.3 .: o.lt.. Is; CJ ........~ e e tit HYDRAUIlC DESIGN, ON-GRADE CATCH BASIN Project: "T~T 24/62. ~ALDM4 PEl... S"DL... Catch Basin Number: A-3 I ~ :4-4 ) lO-year Discharge (from Rational Method) (cfs): 2'1.4 (1'1.7 e. c.g) N~~ (1':,).~ \ lOO-year Discharge (from Rational Method) (cfs):.fl17.+-..: ~@ c..g:) Carryover from C.B. No. = (cfs): 0.0 Total Design Discharge (cfs): 47.1- (8" ctllZS ~v/2d>) ( / Flow Depth (ft): P,f1D: ~. ,,!J j D~ ~ (J.SS Street Slope: {).50 7.. Lse City of Los Angeles (Department of Public WOIks) Hydraulic Design Manual, Chan l-I.-- /3 w = ~gl Of<<) ~ . 24.8 CFS e C.B. C?IO alP. ~ /7.<; CFS I!t c.s. 4J//R). 1-7.4- j <;"0 ~ Z"'1.t!f Discharge Intercepted (cfs): Carryover to Downstream Point (cfs): 0 CF"~ Facility Receiving Carryover: ~ / A Q US I.S IOO,(/l:f'" '2."11. ~ 'lB J O.~3 -;; t:'\ ""<1.o.~? 1,;_ '-'(10 cAP -;; 7.'12" [..1.1 "0.<; - , 2+. S c.F? 1..0,7.. '*' /90 >' '2.3.7 cF5 "7 20.'2. CFS <:-' e - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ------ - - - - - - - - - - - - - - - - - - - - - - - - - HVDRAUlIC ElE~ENTS - I PROGRA~ PACKAGE Copyright 1982-88 Advanced Engineerin9 Software (aes) Ver. 2.7A Release Date: 6/25/88 Ser1al # DE1721 Especially prepared for: KEITH CO~PANIES ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 12:26 7-JUN-96 (C) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- _a________aa__._._____.._. DESCRIPTION OF STUDY ..-....................... " FLOW DEPTH CALC. FOR C.B.'S "A-3" AND "A-4" " TRACT 24182 " PALOMA DEL SOL 100 VEAR STORM . * . . . . . . . . . . . * . . . . . . . . . . . . . . * * . * . . . . . * . . . . . . . . . * . . . . . * . * . * * * . * * . . . . * * * * * * * " " " * * * . * * * * * * * * * * . * * * * * * * * * . * * . * * * * * . * * * * * * * * * * . * * * * * * * * . . * * * * * * * . * * * * * * * * * . * * * >>>>STREETFlOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FlOW(CFS) = 47.40 AVERAGE STREET FLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SVMMETRICAl STREET HAlF-WIDTH(FEET) = 20.00 CONSTANT SV~METRICAl STREET CROSSFAll(DECIMAl) = 0.017000 CONSTANT SVMMETRICAl CURB HEIGTH(FEET) = 0.67 _ CONSTANT SVMMETRICAl GUTTER-WIDTH(FEET) = 2.00 ~ CONSTANT SVM~ETRICAl GUTTER-lIP(FEET) = 0.03125 CONSTANT SVM~ETRICAl GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FIll STREET EVENlV ON BOTH SIDES ""*STREET FLOWING FUll""" ============================================================================ STREETFlOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FlO~DEPTH(FEET) = 0.63 HAlFSTREET FlOODWIDTH(FEET) = 20.00 AVERAGE FLOW VElOCITV(FEET/SEC.) = 3.45 PRODUCT OF DEPTH&VElOCITV = 2.17 ============================================================================ . 1\1/ " I~I e - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ~ - HYDRAULIC ELE~ENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineerin9 Software (aes) Ver. 2.7A Release Date: 6/25788 Serlal # DE1721 Especially prepared for: KEITH CO~PANIES ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 12:25 7-JUN-96 ============================================================================ ......................---- DESCRIPTION OF STUDY .................._-*.*... . FLOW DEPTH CALC. FOR C.8.'S "A-3" AND "A-4" . TRACT 24182 . PALOMA DEL SOL 10 YEAR STORM . . . . . . . . . * * * * * * * * . * * . * . * * . . * * * * . . . * - - * . * . . . . * * * * * * * * * . . * . . . . * . . * * * * * * . . . . * . . . * . * . . . . . * * . . . * * . * * * . * * * * * * * * . * * * . * . * . * * * * * * * * * * * * * * . . * * . * . . . * * * . . . * * * . * * * * . . >>>>STREETFLOW MODEL INPUT INFOR~ATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 29.40 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 CONSTANT SYM~ETRICAL STREET CROSSFALL(DECI~AL) = 0.017000 CONSTANT SYMMETRICAL CUR8 HEIGTH(FEET) = 0.67 ~ CONSTANT SY~~ETRICAL GUTTER-WIDTH(FEET) = 2.00 ~ CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON 80TH SIDES ...STREET FLOWING FULL.** ============================================================================ STREETFLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOWDEPTH(FEET) = 0.55 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.77 PRODUCT OF DEPTH&VELOCITY = 1.52 ============================================================================ . ~ ~ I~~ e e e HYDRAUUC DESIGN, ON-GRADE CATCH BASIN Project: TT<AC--r 24/BZ R'fe.D"''' pe. sot... Catch Basin Number: A-S' .. A-iP' lO-year Discharge (from Rational Method) (cfs): 12.B (~.4 tI C.8.) lOO-year Discharge (from Rational Method) (cfs): 20.5 f10.3 e c.. B) Carryover from C.B. No. = (cfs): 0.0 (-VP,3 ~ c.s) 1 j 1:>/0" 0.43 Total Design Discharge (cfs): 20.S I Flow Depth (ft): o,llD. 0.4-~ Street Slope: 0.50 ~'" Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL - 13 ~W = /4/ C? CAP. 'o"....~ " C; CI'tP. IO-YP/l- - ~.4 t:)FS e 7. 7 CF-;, Discharge Intercepted (cis): ZO."5 Carryover to Downstream Point (cfs): ( Facility Receiving Carryover: A-Z' t?. . ZO.5 - ;!(9.11-) =- ).7 I~ A eFF/C/""'C.'( ()~ c.s.'s Z('1.4-) _ ~z.~ "? z,G% "Zel.t5 '::: .. o.B~ Q 100 LV' ,. '2.'12. "14 x I 6)/o,CI\P -::0 2.<12')< Ito.'C5" l.t; 0.4-1} "9.4 cf7 0.4-3/.5 = 1.1 cf" I G,~ C.II. ~ c.8 QIO. 0.0 J .., o.K. "'~ " e ~ - ~ - - - - - - - - - - - - - - - - - - - - - - - - - . - - - - - - - - - - - - - - - - - - - HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25788 Ser1al # DE1721 Especially prepared for: KEITH COMPANIES ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 13:18 7-JUN-96 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ______._aaaa._a*__________ DESCRIPTION OF STUDY a.______________*_***_____ " FLOW DEPTH CALC. FOR C.B.'S "A-5" AND "A-6" " TRACT 24182 " PALOMA DEL SOL 100 YEAR * * . * * * * * * * * * * * . * * * * * . * * * * * * * * . . * . . . * * * * . * * * * * * . * * * . . * * . . . . * * * . * * . . . * . * . * . . * " " * * . * . * * * . . . . . . . * * . * * . . * * * * * . * * * . * * * * * . * . * * * * . * . . . . . . * . * * . . . . * . * . . * * . * . * * * * . * >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 20.50 AVERAGE STREET FLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.017000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.50 e CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES """STREET FLOWING FULL""" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREETFLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOWDEPTH(FEET) = 0.49 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLO~ VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY = 1.22 2.48 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . / ~'7 '.. let! e ~ - - - - ~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - HYDRAULIC ELEMENTS - I PROGRAM PACKAGE Copyright 1982-88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25788 Serlal # DE1721 Especially prepared for: KEITH COMPANIES ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 13:20 7-JUN-96 (C) ============================================================================ ...............-------.... DESCRIPTION OF STUDY .....................-.... . FLOW DEPTH CALC. FOR C.B.'S "A-5" AND "A-6" . TRACT 24182 . PALOMA DEL SOL 10 YEAR STORM . . . . . . . . . . * * * . . . * * . . . . * * . . . * . . . . . . . . . * . . * . * * * . . * . . . * . . . . . . * . . . . . * . . * * * . . . . . . . . * . . . . . . . . . . . . * . . . . . . * * . . * . . . . . * . * . . . . . . . * * . * . . . . * . . . . * . . . . . . . . . . * * . . . * . . . . * >>>>STREETFLOW MODEL INPUT INfORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEETl = 0.005000 CONSTANT STREET FLOW(CFS) = 12.80 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-W!DTH(FEET) = 20.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMALl = 0.017000 CONSTANT SYMMETRICAL CURB HEIGTH(FEETl = 0.50 e CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREETFLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOWDEPTH(FEET) = 0.43 HALFSTREET FLOODWIDTH(FEET) = 18.31 AVERAGE FLOW VELOCITY(FEET/SEC.l = 2.13 PRODUCT OF DEPTH&VELOCITY = 0.92 ============================================================================ - I~ '\~ " e e - HYDRAUUC DESIGN, SUMP CATCH BASIN Project: TfZA.C:T z41eZ ~A Pel.. SOL. Catch Basin Number: (A-7) lO-year Discharge (from Rational Method) (cfs): 7. CJ lOO-year Discharge (from Rational Method) (cfs): /3. 'J Carryover from C.B. No. = (cfs): 0.0 Total Design Discharge (cfs): /3.9 Maximum Ponding Depth (ft): ,-ow P7: If! UJR'HD [)elll€".t ( ~ -L.O/foJ PT. f!, t...D. C.B A-7 =- 1//4./2- = 1//3. ~3 I .DII~" O. 7'f Use City of Los Angeles (Depanment of Public Works) Hydraulic Design Manual, Chan LL-15 -.QI . , D",.." = 0"1 .J LISE vJ~R... er;VA'TIO/I.. W = 7/ QCAp. ~ '3.0B7 'AI D'.S ,\'.s- C?CAP. - "'5.0f37 (7 ')(0.79 / "/5./7 dS 7/3.<1 :. O./(.. Discharge Intercepted (cfs): /3.1 J G~ . - I\, '\.. '" e e e HYDRAUUC DESIGN, SUMP CATCH BASIN Project: Pa..lonw.. del. SDI Trnd- zLt18z.. Catch Basin Number: 13 - I lO-year Discharge (from Rational Method) (cfs): 2..1 lOO-year Discharge (from Rational Method) (cfs): '?J.G) Carryover from C.B. No. AJ;.A. Total Design Discharge (cfs): }.~ Maximum Ponding Depth (ft): 0.75 = (cfs):% 10 7~. 1-1 1072 .4~ 0.75' Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL-15 , W = 7.0 Discharge Intercepted (cfs): ;~ . Q-J.\. v-./"/30.6 h X .13, :\"6 Q =(3\'1-.6" 7-) (.15) Q::> /5.2.> 3." @ where v.J . 7 I A: 7 'i.. .67:z 1t.6'1 0= .75' /(;7 rt/I-I.P. ~ wR.e, KEfUltlJ It c! c.f>. M/rX f41l~'''1 oe-frh. tmE: R./vv @. C.l!>. ::: /o73.~q + 0.24- 10 73.{"; ~"'~ I e e . HYDRAUliC DESIGN, SUMP CATCH BASIN Project: i,u.cf 't rfl $z.. Catch Basin Number: /8- Z. I lO-year Discharge (from Rational Method) (cis): lOO-year Discharge (from Rational Method) (cis): Carryover from C.B. No. IY',/,t.:;. Total Design Discharge (cfs): go g-S,l .:7 8.0 = (cis): p Maximum Ponding Depth (ft): 0.82. I J073./' I f.5. @ t 51. (cfoUJJJ) 10lZ.?'! It e c.e. O.6Z: f'lltx p01f411l, deft}, Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL-l5 NoTe ~IAJ t c. e,:= 1073.1-2.. . T 0.2.4 1073.$0 W =7/ Discharge Intercepted (cis): Z.o Q. = 3 A W 0.(3 D 0.G. Q. =(3) (4-.f,cj) (7)D./\0.8'2.)''' ex :: I~.I /' ~.O @ v->lwr~ W:: 1 f\ :: 7 J( 0.'7":J. ~U)' b: 1GB ~G.... "" e HYDRAUliC DESIGN, ON-GRADE CATCH BASIN Project: 1it.-4Cr 2ft Jz" Catch Basin Number: (~~"?>I IO-year Discharge (from Rational Method) (cfs): 5. 0 Carryover from C.B. No. ;VIA- Total Design Discharge (cfs): 8.4 e Flow Depth (ft): dJ?D ~ . ~B ff Street Slope: f. f% 8.1 = (cfs): pi lOO-year Discharge (from Rational Method) (cfs): Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart L.t... ~ 14 W = ~I ff Discharge Intercepted (cis): 1.7 ) ~.4- Cf5 Carryover to Downstream Point (cfs): ~ Facility Receiving Carryover: % . o~ .. D.85 ( ~/.5 Q.tAP ~ 3.1'l.,. (2.1) D.38J ~ '1.1 Cf5 . ......~o 1"9 e A A A _ _ _ _ A _ _ _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - HYDRAULIC ELEMENTS - I PROGRAM PACKAGE Copyright 1982-88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serlal # DE1721 Especially prepared for: KEITH COMPANIES ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 10:24 26-JUL-96 ============================================================================ (C) * * * * * * * * * * * * * * * * * * * * * * * * * * DES CR I PT I ON OF S T~DY *.. * *. .. . * . . * . * * * * * . * *. * * * . FLOW DEPTH CALC. FOR C. B. "B-3" . . TRACT 24182 * PALOMA DEL SOL * * * * * * * * * * * * * * * * * * * . * * * * * * * * * * * * . * . * * * * * . . * . . . . . . . * . . * . * * * * * * * * * * . . * * * . * * * . . * * * * * * * * . * * * * * * * * * * . * * * * . * * . * * * * * * * . . * . . * * * . . * . * * * * * . * * * . * * * * * * * * * * * * . * . * * * . >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.029000 CONSTANT STREET FLO~(CFS) = 8.40 AVERAGE STREET FLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET ~ALF-WIDTH(FEET) = 38.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CGRB HEIGTH(FEET) = 0.50 ~ CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 ~ CONSTANT SY~METRICAl GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GJTTER-HIKECFEET) = 0.12500 FLOW ASSUMED TO FILL STREET 'ON O~E SIDE. A~D T~E~ SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREETFLOW MODEL RES~LTS: ---------------------------------------------------------------------------- STREET FLOWDEPTH(FEET) = 0.38 HALFSTREET FLOQDWIDTH(FEET) = 12.97 AVERAGE FLO~ VELOCITY(FEET/SEC.) = 4.59 PRODUCT OF DEPTH&VELOCITY = 1.72 ============================================================================ e "ttJ' /'70 - e e HYDRAUUC DESIGN, S"L"MP C.A.-TCH BASIN P:oje:::: Truc..t 2lt 18 Z. , Catch Basin Number: 0 - t . ~')MulCl. 10-year Disc!:arge (from Rational Method) (cfs): 5.0 lCD-year Disc:.arge (from Rational Method) (6): II.lP Carryover from C.E. No. lJ/A . \ L(p = (cis)::0 Total Design Discharge (cis): , ~fa:rimum Pocciing Depth (ft): o.IA 1081.06 IOBI.44 o. (.,4' l.:se City of Los Angeles (Depa.I"t:l:e:lt of Public Works) HydraUilc Design Manual, Chart LL-15 / \V = 1 Discharge Intercepted (cis): Il.ip Q A 0.13 o.b =3 '^' 0 oj} 0.1:. Q::. 3('t.b~)(1) 0.b4) Q -= /3.1) CfS ~ 11.1I I \1\1"1 A=7"."1e4.{,<j b ~ 0."4-' vJhtlt. @ i,l L.p. ~ C'lOl.\ltJ It ~ Cb. ""AX VDldlNG D~ ~11 e HYDRAUUC DESIGN, ON-GRADE CATCH BASIN Project: TMC\ 24182 PALOMA DEL SOL Catch Basin Number: Il II B-5 lo-year Discharge (from Rational Method) (cfs):7. 0 lOo-year Discharge (from Rational Method) (cfs): 10,") = (cfs): INCl.UDeD Carryover from C.B. No. A- \- \ e Total Design Discharge (cfs): I O. ~ Flow Depth (ft): 0100 -= o. S2 , . UIO"':' oAl Street Slope: 0,0050 Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart L L - f 3 , W = ZI &l() ~ 1.0 Discharge Intercepted (cfs): (9\IJD = \ \). q Carryover to Downstream Point (cfs): cjJ Facility Receiving Carryover: N/ A Q.cflr,IOO"" 2.92." (2..\ )0.55.(0.52..)'.5 - 14.C, ~ GCAf,IO == 2.92" ("1. \ )".85 . (0. 41}'5 ~ /"2.5 Cf7 \ t() 'IJ /'12- e - - - - ~ - ~ - - - - - - - - - - - - ~ - - ~ - - - - - ~ ~YDRA~LIC ELEMENTS - I PROGRA-. PAC AGE (C) Copyright 1982-88 Aovanced Engineerina oftware (aes) Ver. 2.7A Reiease Date: 6/25788 Seria # DE1721 Especially prepareO for: KEIT:-: CO;~;)ANIES ---------------------------------------------------------------------------- TI~E/DATE OF ST00Y: 22:02 lO-FE6-97 ----------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~ * '" '" '" * '" '" '" '" '" '" '" '" '" '" '" '" ~ '" '" '" '" '" '" '" DE S C R I? T I 0 ~ 0 F S T 0 0 Y '" '" '" '" '" '" '" '" '" '" '" '" '" '" * * '" '" * '" '" '" '" '" '" '" '" F~OW DE?T~ CALC. ~O~ C.B. "3-5" . TRACT 24182 '" PALO"',~ DEi_ 50:__ '" '" '" * '" '" '" '" '" '" * '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" . ~ '" '" '" '" '" '" '" '" '" '" '" '" '" . '" '" '" '" * '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" '" ~ * * * * * * * * . * * * * * * . * * * . * * * * * . * * * * * . . * * . . * . . . * * * * . >>>>STREETFLOW ~G0E~ IN?Ui IN~ORMATION<<<< e CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 10.90 AVERAGE STREETFLOw FRICTION FACTOR(~ANNING) = 0.015000 CONSTANT SYMMETRICAL STREET nALF-wIDTH(FEET) = 32.00 CONSTANT SY~METRICAL STREET CROSSFALL(DECI~AL) = 0.020000 CONSTANT SYMMETRICAL CURB hEIGTH(FEET) = 0.50 CONSTANT SYMMETRICAL G0TTER-wIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOw ASSUMED TO FILL STREET ON ONE SIDE, AND T~EN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREET FLOw MODEL RESULTS: NOTE: STREET FLOw EXCEEDS TO? OF CvRB. T~E FOLLO~ING ST~EETFLOw RESULTS ARE BASED GN T~~ ASS~~PTIO~ THAT NEGLISLE FLOw OCCuRS OuTSIDE OF I~E ST8~ET_~~~~~S~. THAT IS~ ALL FlO~ ALONG T~E PARKWAY, tiC., 1S ~t~ltCTtu. STREET FLO~OEPTH(FEET) = 0.52 HALFSTREET FLOODWIDTrl(FEET) = 20.28 AVERAGE FLOw VELOCITY(FEET/SEC.) = 2.56 PRODUCT OF OEPTrl&VElOCITY = 1.3a * * * * * * ~ * * * * * * * * * * * * * * * * * * * * * . * * * * * * * * * * * * * * * * * * * * * * . . * * * * . * * * . * * * * * * * * * * * * * * >>>>STREETFLOW ~00EL INPuT INFGR~ATION<<<< CONSTANT STREET GRADE(FEET/FEETl = 0.005000 CONSTANT STREET FLO~(CFS) = 1.00 AVERAGE STREETFLO~ FRICTION FACTGR(MAN~ING) = 0.015000 CONSTANT SYMMETRICAL STREET hALF-wIDTri(FEET) = 32.00 CONSTANT SY~~ETRiCAL STREET CROSSFALL(DECI~AL) = 0.020000 CONSTANT SY~METRICAL CGRS rEIGTH(FEET) = 0.50 CONSTANT SY~~ETRICAL GUTTER-~IDTrl(FEET) = 2.00 CONSTANT SY~~ETRiCAL GJTTER-LiP(FEET) = 0.03125 CONSTANT SY"ETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOw ASSU~ED TO Fill STREET ON O~E SiDE, A~D T~EN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~--~~~~~~~~~~-~~~~~-~~~~~~~:_---------------------------------------------- .., STREET FLO~DEPTH(FEET) = 0.47 . HALF STREET FlOOD~IOTH(FEET) = 17.47 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.19 PROD~CT OF DEPTH&VElOCITY = 1.02 ============================================================================ ~ ~ 173 e INTERIM II tI \NlE"T f-;>-1 QI()Cl = 35.1 c'f7 (I NTcR.I M) liS\:. 310'/ ~ CMP fl.1~ER PE'\'{ OGf=MA 131..1 I CJ~cuM%RcNGe:: '2.lfR. = 1." 3.\4" \.5:::: tt.t2... PtEA. = "'IT R.. '- -= 3,14 )( I.I?' = 1. 0'" ~FT. TOl' of INl.fl == )()1z. So C tteQ.\<" werR ~\J.krlO N; ~ ::; c..1I-\3/2.. H -=- Cw c..L) <{3 = (~5.,/'3.o y. '1.4t)2./3 =- L 174 C~~\<. Ot'{IACE eQlJ~laN : ~: CA-VZ~\, e h =:; (&/CA;/Z3 = (35.1/ 0.(,)( 7.0~~t.4 = 1./0' rOI'l\)lN~ Ws€ = 1017..50+ 1.\7 = 101,.101 T.O.5. I ()75.<O '\7 r PreI2iS> l./N'C 1072.7 '3 '0' <fi 1 . 174 / "Cb? e " . INLET 13-1 (NODE 3 IN T~. '241'132) ~eo I MFl\\T 'f1E'LD = IIoA <?L- SLOPE L'ENqt-\ =. 1/4-00 LF 7rre- Sl.O~e = (1014 - I(71)/f+OO =- 0.01 bt GiIZAOe-o p..P.f.A = '2.0. 0 AGl'<ery fRoM OCEMA STO. PlAN 13'Z..1 GIt.A-P~: SL= o.?7 <7'ei)) tvl~ 'IlaD =- 1lt>.4- 7' 0.3, -:. (P.I c -<lAc- toTAL <:>e1> I (v\ elJT:=. ". I'" 10 . 0::' 1'2.. 2 C. Y . . Atttf\ ~ \ Dlt.'10 r,;:. 1../:', 000 5>~fr: VOLUME -:0 -$ (1.bIOOO})< I.S /2-7 =1 B I . Cf . \} OLUME f~olj IPt::D - 4 CO [ C'(. / \2:Z. Cl.k e 17~ ~(p e INT€RIM INLET "[3- ~" &l()() = -Z t. 3 cF<j UNTcRJM. ') l,{'7E ;'(0'1 c/> C fill" P-17'eR. PeR. oceMA 1327 I C IR.CVMFeReNGE::' '1, IT /<.. = Q... '3.l4- ~ l. '0 :=. '1.4:. 2- A(<.eA.. ~ 1\ R2. :. 3.14- l< J. 5~ -= '1.0-' 7~ IT. TOr 01=- lNLt"T :::: loBz..o 171 3/?. CftECI<. weiR E'lQllkfl'{)N: '-'I = Cl t-I H:;o (Q.(c2)o/3 = (24.3/$.0>< 't4i) 1./3_ 0.'10' C-ltEC.K O~{FICE ~AT1ol\.J: CQ = CA~ e ~~ CCVCA)/C,4.f ~ (24.0/0.0"- 7. 0 7)/tt 4 .... 0.'5/' PONl)INGt W~E .=. IO~L.O 4- 0."\.0 :: IOf:l~."I rT.O&. 108+'0 v r w;e- ~loB2.90 \oB'Z. r OEU-'~ lt Nt- IOBl.O "; ~/' (J e 17C; \.re~ e . INL~T \I B- ~" C NODE 42. IN T~. 2+1 e3) b7EO/I'%I\rT i1eL-D ,:: ICo.4- SL 'SLoPe LeNGTI-\;: G.5o + +80 :. II ~o L.f SI1"t."7LOPe:: (JII"- )08C?)/II~O =: 0.02G,1 c:\AA-0e0 Me!\. '" 11.2> AC.RE'<j f.eofl'l 04;'tv1A '711>. PI-AN 1'21 G~rr\ ~ SL = O.c:, -:;E1)I~T '1IELD:o 110.4,'" o.~= q.~4- C'f/A?f.€ IOTAL '?eO IMe-~ ~ q.8 4 " ) l. ~ ::. Illoc.'I. e AwtA ~ /0 62,00 ~ H;;10 S&Pr VOLU~e = tCIl,)\O)(J,o) /2.7 -::: /40 c..y. \JDLlAfI\E r Rc"/D~D'::: 1+0 c..'{. "";7 lIb C.Y. / /O~ . /77 ,<b~ e INTERIM INLET B- ~ QIQO = 411.0 cFS> (INr~R/lV1) I . USE: 48"s!>CMP Rl$Ef< P€R. OCEMA 13'21 I C.IRCU/lllFE:~f\Ja:: == 21fR = '2" 3,14" 2.0 = IZ.?1 AREA. = 1f R.. 7.. ::: '3.14-" Z. O'l..: 12,1::7""1 S&Fr: e [i)p Of INt-IT ::::. \ 0 B'i.1? C lie CJ<. Ult>1 R. e&UM10 N : a -::: c.. u-\ 3 J2. 11 = (&/ c.L }2./~ = ("l~,O/ 3.0" 12,0,7,//3:= }.l'~ I CI1"EC-K O~IFICG ~\JA-lIO~: ~ = C A ~20~ ltl= C&,lCA)2./va=, C4-~.o/ o.bx /2. 57Jfl4:4. :: OJAp (JONOING IN~Eo =: lo8lJ.15t-l.l'l= lo86.~4- 'V CW~E "" lolb~.9+ - IO~ P' .0 fC.. I" ~R.l$ llr.J€" I DB".? "f.O.f>. $)e~.o e /78 \.~ e I NLE-T "E>-q II (NODE 35 IN TR.. 2.4163) SEDIMENT '( IE"LD ,:: I to. 4 S L SLOPE LENGTH: 8BO + b80 + 210,=: 1830 LF SITE SloPe = (l11.0.2- JD37.0))J830==- 0.0181 G1<ADED AREA = 2.7./ Ac~e'7 F~oM OCEI'I\A STD. PLAN 131..1 GRAPH ?L = 0.4-5 Se:OIMnJT ilcL.D == ItO.4)l. 0.45 = 7.4 c,'{.AcreE TOTAL SCOI/V'l"EI\lT =- 7.4 x 1..7.1 = '2.00 c.y. e ~t>.; ~ lOB 7. '7 ~ 1'7/11.1 '7&fr \Jul.UJ'lre :=:. ~ 0'7,4-41') 1.'7/2-/ == 4,0 6;-(. UOLlAM~ fILOVIDe-O - 470 c.Y. > loo <-Y. / /V~ - /79 '\~() e . INTeRIM \\ " {NLE"\ C. &\00 = 73.4 C.Fs (/NTe'<IM ') USE "dl c:p eMf> Rl'7E feR OCI::MA- 1'32.1 I ClRtUMfb-IZ~NGe :- 'l.ln~.== '?y..3.\4~t.'7:: 1'7.71 N<.ep--.= 1\ R.4 = 3.\4-" 'Z.'5'Z-:. l't.~? 56;>F-r. e In'P Dr I NLbl = I D'1 O. 0 Q ~ Q.K WE (~ r;lS(\.JkTi 0 1$: ~: C. L.. t-1"3/ '2.. . l-\-;:. U~/C.LJ3 = (7J,4/:?Oi< 17.71)7'~=- 1.3~ Qleu< OR\F\CE mU~rloN; 61:: CA1J~h h;; (&/ CA)/~~:; (73.t/o.{, It Iq,,,~~+.'t:: 0.(.,0' fOt-lDII'>\G1 W~ :: IO~().O + \.34- = \o'! 1.,4- r ltJ'7e:: \ 0111.'+ r ~RJ.7 LINE 10"10.0 . leo * e 6['l\CRIM,: " lNU~\ C (NODE 1..7 IN T~. '2.4-1 ~2) gev1fV\~1\\\" YIelD =- '''.4- SL SlOfe Le1\J6.Tlt; I ~O -t "J1D + ~7o -r Q70 + 910 ... ?4C( 0 L-F '7ITe 7L'Ofe =- ()} 5 S - 10BB )/'?49D == 0.0 I ~-z...- 6 (LADED ",*-fi-f\ ~ 4') . q Ac(l'fry F1eo1J\ OG€fJlA StD. PLAN 13'2..7 G.u.e'M.. SL = 0. 5'" e ~OIM~NT 'i1eL.D= 11004-)< 0.'3(" -= C).If> c..:<./AC.. lC\"AL 7eYJI""E'NT = "l.l~ x 4'1.'}:: 4SB C.Y. A{('f:A ~ lo~o.o ~ z.~OOO <761f"r. VOLUME = -j (2+'000; "'Z.O lZ.l = c;q ~ c.'i. VOLlJt!lc; f n.oIJ1De.D == 5'}3 c.~. '> 4'78 ct. / /OK- . 18\ ..{0'V e e . HYDRAUUC DESIGN, ON-GRADE CATCH BASIN Project: \~. 24 \ <62 Catch Basin Number: " C - \ ., lO-year Discharge (from Rational Method) (cfs): 1.Q lOO-year Discharge (from Rational Method) (cfs): ~.? Carryover from C.B. No. to IA; = (cfs): 1> Total Design Discharge (cfs): 9;.? d.o:: 0.4-1' , Flow Depth (ft): cI 000 = O.4-l Street Slope: 0.50 "70 Use City of Los Angeles (Depanment of Public Works) Hydraulic Design Manual, Chan LL- \"3> W = \.1/ Discharge Intercepted (cfs): 0100 :: <o.~ Qlo=1.9 Carryover to Downstream Point (cfs): ~ Facility Receiving Carryover: rJ / A &CM' = '2.92 Cw)o.85c.d)'.S (Sl100:: '2.92 (14 )0.85 (0.4-1)1.5 6<'0 =' 2.92 ([4)0.87 (OA.1)1.5 :: ~.q Cfs = 5.9 Cf:S -ib 182 e e . HYDRAUliC DESIGN, ON-GRADE CATCH BASIN Project: IR. . 24-1 8 1- Catch Basin Number: .\ C. - 1-" la-year Discharge (from Rational Method) (ds): 1.. ~ lOa-year Discharge (from Rational Method) (ds): ~.~ Carryover from C.B. No. N / A Total Design Discharge (cfs): B.? Flow Depth (ft): d 100::: o. t-,' = (cfs): 9 I dlo::: 0.-34 Street Slope: 0.50/. Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chan L L -/3 W::: l' Discharge Intercepted (cfs): &IUO = -t.q &10 ... l.Co 3.1 c.f'7 6'l,() = 1> Carryover to Downstream Point (cfs): &,oo~ Facility Receiving Carryover: I' C - Z . I ., ~C^P - 'Z.~ '- l W ") 0.95 Cd)S ( '\0.85"( )'.5::: &'00 - 7.42 11 0.41 &10 = 7.."1 '2.. 0)0.85" (o.)4-'f" = 4. ~ CF7 ? 0 CF7 i~-3 ,,~ .e e . HYDRAUUC DESIGN. ON-GRADE CATCH BASIN Project: '1~. L~\B'2.- Catch Basin Number. "C-Z..I" lO-year Discharge (from Rational Method) (cfs): q; lOO-year Discharge (from Rational Method) (cfs): 3. t U II Carryover from C.B. No. c.. - 7- =- (cfs): 3.4- Total Design Discharge (cfs): ".4- Flow Depth (ft): d '00 -= Street Slope: Z.b~ 10 0."70' d/o = o/A Use City of Los Angeles (Depanment of Public Works) Hydraulic Design Manual, Chan 10' W= Discharge Intercepted (cfs): &1\)0 =- 3.4- &10 = N/A Carryover to Downstream Point (cfs): rj Facility Receiving Carryover: &(A\' ... 'b.IL... (W)O.9S (d)"S ~ (CO = 3.l1..- (10') O.IS (0.30)1.5" = 3.0 Cf7 (9.0 ::: NjA o..b " 184 ~- INLETS "C-I" ~ 'c- 2...." .......,..... \t>\AL 6? - IN STrZ8:--r Q. 100 -= /10. b CFs &. to = 10.5 q=s CRoWN CMACIT'{ ~ OS = 0.507.)'" I.cr CF? (eA.9fOV r;. '7/0E" /" 4.l Ac.RFS -7 W. Sl9E /"\./ ). '5 ACK.'e7 - ~ e It S-= 0.100 = (QIO = ~. ::> c~ 1. 't C.h &/00 = /2.b Cf7 <QIO = B.o CF5 (SlIOO = 4.0 Cf5 (QIO::: ZS Cf7 tAsr '710E Cl C-I ,,) eASi <710E ("(_I") 61100::: ~."7 [,~ W~-r 71(X" (t.-1..,,) 6< 10 = I O.I? -1.4 -:: z. b Cf<, W~T SIDE C'c - L) JlOo = I tc. - ," ~ "(/1.. ~ a41 / ~ &0'" 1.9 cr; ("c.- I) dlo -= 0.41 . I ~ CXIO::::: "Z..1o Gf7 Ce- 2.") d <0 ::. 0."74- ~ IU e ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ - - - - - - - - - - - - - - - - - - - ^ ^ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25788 Serlal # DE1721 Especially prepared for: KEITH COMPANIES ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 19:59 19-NOV-96 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INLET .. C-l' ~ "C- 2.: 100 'iR. STQttM . ~ . . . . . . . * * * . * . * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * . * * * * * * * * * * * * * * * * * * * * * * * * * * * * >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 16.60 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.017000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES "'STREET FLOWING FULL'" ~========================================================================== STREETFLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOWDEPTH(FEET) = 0.47 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.21 PRODUCT OF DEPTH&VELOCITY = 1.05 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . cf::- '" 16~ e A A A A A A A A A A A A A A A A A A A A A A A A A A A A A _ A A _ A _ _ _ A _ _ _ A A A _ ^ ^ A _ _ _ A _ _ _ _ A A A _ _ _ _ _ _ A A A. A ^ _ _ _ _ A A HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25788 Serlal # DE1721 Especially prepared for: KEITH COMPANIES ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 20:00 19-NOV-96 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INln \tc._'2" ~.SIO~) 10 Yfi? SroRrv1 * * ~ ~ * * * * * * * * * * * * * * * * . * * . * . . . * * * . . . * . * * . . . . . * * * * * . * . . * * . . . * . . * * . . . * . . . * . * * . * * >>>>STREETFLOW MODEL INPUT INFO~MATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 2.60 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.017000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE. AND ThEN SPLITS ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREETFLOW MODEL RESULTS: ~-------------------------------------------------------------------------- .., STREET FLOWDEPTH(FEET) = 0.34 HALFSTREET FLOODWIDTH(FEET) = 12.69 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.71 PRODUCT OF DEPTH&VELOCITY = 0.58 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- e I e:, 1 ~'<> " e - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - . . - - - HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Enqineerin~ Software (aes) Ver. 2.7A Release Date: 6/25788 Serlal # DE1721 Especially prepared for: KEITH COMPANIES TIME/DATE OF STUDY: 20:33 20-NOV-96 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INL~T "(..-'2..\" 100 ~~. ~1blZrJ\ * ~ * * * * * * * . * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * >>>>STREETFLOW MODEL INPUT INFORMATION<<<< CONSTANT STREET GRADE(FEET/FEET) = 0.026800 CONSTANT STREET FLOW(CFS) = 3.40 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.017000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ============================================================================ ~--~!~~~!~~~~-~~~~~-~~~~~!~:_---------------------------------------------- ~ STREET FLOWDEPTH(FEET) = 0.30 HALFSTREET FLOODWIDTH(FEET) = 10.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.15 PRODUCT OF DEPTH&VELOCITY = 0.94 ============================================================================ e ,o...~ Ie€> e e . HYDRAUUC DESIGN, ON-GRADE CATCH BASIN project:TlZ. 1.4-\ 8L Catch Basin Number: "C-"S" \ "'(-4" lO-year Discharge (from Rational Method) (cis): 10.-1 IOO-year Discharge (from Rational Method) (cis): q.4 Carryover from C.B. No. "C-~" ~ "c-t;' = (cis): Total Design Discharge (cis): qA Flow Depth (ft): diDO = Q.40' I tJ c.LU De D diD '" O.~CoI Street Slope: O. '501. Use City of Los Angeles (Depanment of Public Works) Hydraulic Desim Manual, Chan L L -I 3 I W = \D Discharge Intercepted (cfs): Q,\oo:::: 9.4- 61,ID":: G,.4- Carryover to Downstream Point (cis): (; Facility Receiving Carryover: N/.A. 61cM' = 2.92 (w') 0.55" (d),.5 Q,oo _ 'Z.qz. (10 ")0.85 (0.40),.5 = 5.2Cf~l~A. INLET))( 2.. = 10.4- 1:'\'0 _ 7."1 z. (10 ) 065 (0.%')1.5 - 4:4- I. A UI . Cf? \...."f: ^. t N LIT),A 2 = f7. 5 ~ IS'1 e - ~ ~ - - ~ ~ - - - ~ - - - - - ~ - ~ ~ - - - - - - - . - - - - - - - ~ - - - - - - - - - - - ~ - ~ - - - - - - - - - - - -- HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced En9ineerin~ Software (aes) Ver. 2.7A Release Date: 6/25/88 Serlal # DE1721 Especially prepared for: KEITH COMPANIES TIME/DATE OF STUDY: 19:37 19-NOV-96 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- (N LE""T "c. - 3" ~ IIC_4-" lOa '{e. SThtl.M ~ * ~ * * ~ ~ * * * * * ~ * * * * * . * . . * . * . * * * * * . * * ~ * . * * * * . . * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * >>>>STREETFLOW MODEL INPUT INFORMATION<<<< CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 9.40 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.017000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES ---------------------------------------------------------------------------- .N___________________________________________________________________________ STREET FLOW MODEL RESULTS: ~-------------------------------------------------------------------------- ~ STREET FLOWDEPTH(FEET) = 0.40 HALFSTREET FLOODWIDTH(FEET) = 16.06 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.00 PRODUCT OF DEPTH&VELOCITY = 0.79 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . }'iD ~...... e ) - . . - - - - - - - - - . . . - . - ~ - - - - - - - - - . - - - - - - - - - - - - - - - - - - - - - - -- - ~ - HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Enqineerin~ Software (aes) Ver. 2.7A Release Date: 6/25788 Serlal # DE1721 Especially prepared for: KEITH COMPANIES ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 19:38 19-NOV-96 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- lNl.E"""T " C-"3" ~ "c- 4-'1 lO '(~- STot2M * * * * * * * * . . * . * * ~ . * * * * * * . * ~ ~ * . . . ~ * * . * . ~ * * ~ * * * * * * . . * * * * * * . * * * * * * * . . * * * * * ~ * * * * * * >>>>STREETFLOW MODEL INPUT INFORMATION<<<< CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 6.40 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.017000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- e STREETFLOW MODEL RESULTS: -------------------------------------------------------------------------- STREET FLOWDEPTH(FEET) = 0.36 HALFSTREET FLOODWIDTH(FEET) = 13.81 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.80 PRODUCT OF DEPTH&VELOCITY = 0.64 ---------------------------------------------------------------------------- ----------------------------------_.~---------------------------------------- . <JP1r }qj e HYDRAULIC DESIGN, ON-GRADE CATCH BASIN Project: T rt Ac... T 2-4- \ B 1. Catch Basin Number: "coO?" ~ \'C-~" lo-year Discharge (from Rational Method) (cfs): Z 1.7- lOO-year Discharge (from Rational Method) (cfs): 35.'1 Carryover from C.B. No. \\ II 0-'2..: = (cfs): INCL.UDED Total Design Discharge (cfs): ~6.9 e Flow Depth (ft): . d,oo = O.t51' d,e == 0.4"')" Street Slope: 0 . '50 % Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chan L L - I 3 w = '2.\' Discharge Intercepted (cfs): tS1.IOO - ~34 ~1O = '2...\:z.. QIO~ ~ Carryover to Downstream Point (cfs): 6/'00 = Z, '7 Facility Receiving Carryover: "c-"?" '1 'I C - 4 " Q CA? = 2.92 (IN} o. as (d1.5 . CSlIOO = 2.9'2. (1.\ )0.85 (o.'31f = I (P.l QlQ = 8 1.5 1"'7.7 '2.9z l'Z.\ jQ 5 (0.49) "'" ~ &J.., IrJl€'I) )I "Z.. '" 3.3.'1- ~f\. It-lLeT) )C L- ". 2~.(P ~ jqz. 17"7 '} .e ~ ~ ~ A A A A A ~ ~......... A..........."""""""""""" ^""""............".........""""..."".....~,,,....,, ^...""""""""....,, ~.... ,,~ HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineerin9 Software (aes) Ver.2.7A Release Date: 6/25/88 Senal # DE1721 Especially prepared for: KEITH COMPANIES ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 18:22 19-NOV-96 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- IN l,t\ 1'(.._ S '/ ~ . C - (p" \DO 'tIC. %lUI\ * * * * * * . * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 35.90 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.017000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES "'STREET FLOWING FULL'" ~========================================================================== STREETFLOW MODEL RESULTS: ---------------------------------------------------------------------------- NOTE: STREETFLOw EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON ThE ASSUMPTION THAT NEGLIBLE FLOw OCCURS OUTSIDE OF ThE STREET CHANNEL. THAT IS, ALL FLOW ALONG ThE PARKWAY, ETC., IS NEGLECTED. STREET FLOwuEPTH(FEET) = 0.57 HALFSTREET FLOODWIDTH(FEET): 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.15 PRODUCT OF DEPTH&VELOCITY = 1.79 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- e ~k.. \qs e ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ - ~ ~ ~ - ^ ~ ~ - - ~ ^ ~ - - - - - ~ ^ ~ - ^ ^ ^ - ~ ~ ~ - - - - - - ~ - ~ ~ ~ - - ~ ~ - - ^ ^ - - - - - ~ ^ - ^ - - - ^ - - - - HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineerin~ Software (aes) Ver. 2.7A Release Date: 6/25/88 Serlal # DE1721 Especially prepared for: KEITH COMPANIES ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 18:23 19-NOV-96 ---------------------------------------------------------,------------------- ---------------------------------------------------------------------------- ItJLoe-\. 4c...~CO" ~ "e-Co" \0 ~a.. SlOl'LM x x x x * * * * . * * . x x x * * * * x * * x x * x * * * * x . . * * * * * * * * * * * x * x x x * * * x . . * x x x * * * * * * * * * * x . * * * . * >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 21.20 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.017000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES "'STREET FLOWING FULL'" 4Il========================================================================== STREETFLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOWDEPTH(FEET) = 0.49 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLO~ VELOCITY(FEET/SEC.) = 2.56 PRODUCT OF DEPTrl&VELOCITY = 1.26 ============================================================================ e # /9 (j. INLET "c. -1 " &\00 '" s. \ Vfc, &"0 '" 3.0 cfS. L'>\JL.\::.ltJc.) eOe'7I~N = 5.1 ,,(. S =- 7.1 Cf'7 "'Al.. fo/olO To '291.0 loCl7.S Toil t 4'/~ \T ti" - Ll SE,.. '2>01. I" r>P'#- e {pO O.c.. foIlPrf-. loQ{P.3S tl ~ 3'/t.' 3Y~ w U~ Went. E.6Wl'\1i"o...J '. tIIA7.. . POtJD f-t.e\l. I oC:l1. 00 P\..Ow Llr-Je IN4:;-r. loq (p:3'(', 1,/11,,)( ,.. O. ~'L Q -= '?lOfJl L y"'''' L = Q/ (3.0131" It) = 7.1/(3.081'" o."i''5) = 5.1' fec;'JloE:. l7\Oe O(1e'NIN~ fAC.\Nq rJO~Trt ~ SOu.T>\ ""D~S vJ::: 4'-0". Nl'\ r I" \'JIIft I" eA. O'~INU .. 4.00- 2'" "3'I-L.-' - b" = 2.'12- , '2. SIDS'S= 2..1<.2.<12:::. ~.~3 > 5.1' : . O~ . 1ft i'1r e e . HYDRAUUC DESIG",", SUMP CATCH BASIN Project: 112ACi Vii BZ f"AWMA 'J:>a.. GCX- Catch Basin Number: ,. C - 8 . lo-year Discharge (from Rational Method) (ds): /8.2- lOo-year Discharge (from Rational Method) (ds): 28.(0 Ca.-ryover from C.B. No. N/A Total Design Discharge (cfs): Z 8." Ma."Cimum Ponding Depth (ft): R./VIJ <? L.. P. e (cfs): r/J C.5.:::: /0'18.7 L.D. =' /0 '17. 7 DmaX =' /.0 \.Jse City of Los Angeles (Department of Public Works) Hydraclic Desim Manual, Chart LL-15 , W = 14 Discharge Intercepted (cfs): B/OO = z.B." ~/O -= /8. 7.. ICf 9 ~E~r. WE/~ E GIlIITl'/\! ({GAP ~ 3.087 W /)/.5 q!c...... ::0 3.0g7<<4'XJO f. ~ 4 3.2. as 7 'lfJ.{, .: o. Jt.. CollEt/( 5U,.," fO((I.MA GCAp:: 3.0 A W o./'!; D D.h ( ~()D./} D.' ~ 3.0 1410J,7; 14 (1.0) ~ 3Cf.l cF~ >28." :.D./<. 1i" e e . HYDRADUC DESIG",", SUMP CATCH BASIN Project: 112ACT -Z4IS7... PAWMA 'J:>a,. GCX- . "D ," Catch Basm Number: - \ "D--:>" 10-year Discharge (from Rational Method) (cfs): 11.5 / 7- ~ '7.13 c.f<, lOO-year Discharge (from Rational Method) (cfs): \1.8 /7.. -:; ~. 4 c.~ Ca.."TYover from C.B. No. N/A (cfs): f; Total Design Discharge (cfs): ~.'l Ma.'<imum Ponding Depth (ft): H. p. ~ W. <7/J)!; = //00. 4- L.P. e L.O. :: /0'18.b Dmax'" 1.80' Cse City of Los Angeles (Department or Public Works) Hydraclic Design Manual, Chart LL-15 f?j.v e C.8'" JD"J'rb L.F. "L.O= 1018.1. /)tllPX ~ I 00' w = 7' ME~t WElfl. t&JATr'N QG,4P =: 3.087 W /)/.5 ~M" '" 3.0fJ7(7''XJO f" ~ 2../.& c.FS '7 e." .: o.~. Discharge ltttercepted (cfs): &100::: /7.8 ~/O -== 11.5 CIIECJ( 5UMI' for<{fIlJlA G.,,.p = 3.0 A W 0.13 D D.h ( ~ )O.,} 0.6 ~ 3.0 710.{'7/7 (1.0) ~ /8. J C~ '> acr :.o./<. ~ I'll -- e '. HYDRAUUC DESIGN, ON-GRADE CATCH BASIN Project: "\ v'1-ft c...T 24-\ q,'Z- Catch Basin Number: \1 II D-'Z.. lo-year Discharge (from Rational Method) (cfs): q. ~ lOo-year Discharge (from Rational Method) (cfs): 13, f..p Carryover from C.B. No. <;z{ / = (cfs): N/A Total Design Discharge (cfs): 1'7. (p Flow Depth (ft): dt \ 00 ~ I 0.41 I = 0.41 J '0 Street Slope: I .4 B 1. Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chan L. L - \ 4 W = loti Discharge Intercepted (cfs): &100 '" l1.0 &10::: 1-1 Carryover to Downstream Point (cfs): & \00 " 4. \ 0.10 " 1.(0 ., 'l..f ~ .. 9"''/ 17- f>r.." Facility Receiving Carryover: C. r:? "~. ~ .. ~ I, QC.H -- [;(\00 :::: &\0 -- 3.\1- lw"tB5 cdfS "3.11- ll-1-f6? lO.4-1jl.7 = '1.5 3.IL (I~Y.8S" (O.4-I)l.'7:;;. 1.1 1f~ Cf7 Cf7 19& - ) NlE T D- 2- ""TotAL ()t LN S\"MT &lOO = Q \0 = -ZO. b CFS 13.7- CfS CtoWN cp.;Pj\C'\"T'{~ s= 1.48"fj = 1~'bC.Fs~A.SIO~ 1;. '7 I 01:; '7.7- A CfW5. -7 &100 = \4-5 cfs e 6( 10 =- q.'3. Cf5 &~\)O'" W.S1DE ~.2 ACrw> -';l> (0.1 Cfs (S(lt:> ::0 3.'1 ~ U>I::. LX 100 = \3.b c..f<;, (C{l./)WN CkPp.;c.I\:'{) d = 0.4'" 6{ 10 q .3 Cf"> a= 0.4\' l. Prf..o . It A-T~ D <Sl ') l ~ NCl'tt-I\'1Jl1..- l?eeirl C AL-C.l.lLAT lO NS U. SIN C; At?'::> Vefl.. "Z../ A ) . 0/'0 Icr'f - - - - - - - - - - - ~. - - - - - - - - - - - - - - - - - - - ~. - - - - - - - - - - - - - - - - - - - - - - - - _. - - - - - - - - - - - - - - - - - - " - HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced En9ineerin~ Software (aes) Ver. 2.7A Release Date: 6/25/88 Serlal # DE1721 Especially prepared for: KEITH COMPANIES ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 16:54 19-N0V-96 1t-.\lX.\ "b-1-" \0 'ill.. ttrO'/.-M * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * . * * >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.014800 CONSTANT STREET FLO~(CFS) = 9.30 AVERAGE STREETFLOw FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-~IDTHCFEET) = 20.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.017000 CONSTANT SYMMETRICAL CURB hEIGTH(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-wIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ============================================================================ e STREETFLOW MODEL RESULTS: -------------------------------------------------------------------------- STREET FLOWDEPTH(FEET) = 0.41 HALFSTREET FLOODWIDTH(FEET) = 17.19 AVERAGE FLOW VELOCITYCFEET/SEC.) = 3.49 PRODUCT OF DEPTH&VELOCITY = 1.45 ============================================================================ . 11~ 1Df'I e e . HYDRAUUC DESIG"', ST.JMP CATCH BASIN Project: i12ACT Z41 B 1. 1"AWMA"l>EZ- GO!- C:ltch Basin Number: " t. - \ " lD-ye:l! Discharge (from R:ltional Method) (cfs): 4.5 lOD-ye:l! Discharge (from R:ltional Method) (cfs): 7.0 1\ E -5" ex 10 - 0.9 CfS C:l.-ryover from C.B. No. ,,~...." "1"--"." "E'<;;" "E-' 0' (cfs): f.) [; -"..., "r I I ,'" U( 100 '" S, e. (fS Tot:ll Design Discharge (cfs): &'10'::: 4.2 c.f'7 ~IOO'" 14.s Cf<, (~M (U<TiotJA\.., ) TP-t,\..lrJ'" M:l:cimumPonding Depth (ft): I.Do' C4vJ to L..P. @.. /.,.0) Cse City of Los .'\ngeles (Department of Public Works) Hydr:lclic Desi5!n ylanual, Chart LL-15 I W = 1 aHEC,t WEI~ E 6l/JIITI.N QGAP:: 3.087 'tV /)/.5 ( )I'~ tYCM' " 3.ofJ7 1'X /.0 :. 2/.10 CF7 7' /4.5 .: (J,It.. Disch:l!ge Intercepted (cis): Q,OO -= /4.5 ex ID .:: 4-.z' C.IIECI( 5UM" fof</ffiJLA GCAp:: 3.0 A W 0.13 D D.h )O.f} 0.6 -= 3.0( 7 -0.1.7)( 7 (J.O) ~ 19.1 Cf9 ,. /4: 5 :.0.1<. 1)-0/ ~gl e e . HYDRAUUC DESIGN, SUMP CATCH BASIN Project: "T12PCT Z41 elZ PAtDMA:DEL. ~ .1 r:. -2..../ Catch Basin Number: ~ 10-year Discharge (from Rational Method) (ds): Z.to lOO-year Discharge (from Rational Method) (cis): 4. I "E:.->", "t.-4-", "E:-{,;' Q.IO:::: '5.\ as Cal'Tyover from C.B. No. hE_"?", "E.-~', .. E - 5", "Ed;,' (ds): &'(XF 6.8 cfS . Total Design Discharge (cfs): &10 ==- 1.'z.. QIOO = 1'2..\ (~etJ\ ~A1iOrJJ.L.T,oeLt~ Maximum Panding Depth (ft): \ .00' (R/w to L.f. ~ l. D.) L'se City of Los Angeles (Depanmem or Public Works) Hydraclic Design Manual, Chan LL-15 w = 1 ME~t WE/fI. E6tUATII/IJ ((CAP ~ 3.087 'tV {)'.5 ~M> :: 3.0'67(1'1../-0 i~ ~ 7.. /.4> CA'", ~ 12.1 .: o.Jt.. Discharge Intercepted (cis): 0/00 = It./ rx 10 == 7. 7.. c..IIEeI( 5U,." ,. fo~/'/lII.A G'Ap:: 3.0 A WO.I., DD.1t ( ;'\ )O./} 0.6 .: 3.0 1 ; OJ,7/ 1 (1.0 ) ~ IB.I c.~ '"> It.1 :.o./<. 4)''? Q02- - HYDRAUliC DESIGN, ON-GRADE CATCH BASIN Project: TtZ. 2.4 18 2. I' E-3" Catch Basin Number: ~ \( (- 4-" 10-year Discharge (from Rational Method) (cis): 12.9 lOO-year Discharge (from Rational Method) (cis): 20. '3 Carryover from C.B. No. r-J /A = (cis): <:P e Total Design Discharge (cfs): "ZO. 7 I Flow Depth (ft): ctoo = O.4~ Street Slope: O. '50/0 I dlo = 0.1:' Use City of Los Angeles (Depanmem of Public Works) Hydraulic Desim Manual, Chan L L - 13> I w=l Carryover to Downstream Point (cfs): &\00:0 q.C) QIO = g.b QIO:> 4.? Discharge Intercepted (cfs): 8-\00= \0.4 Facility Receiving Carryover: "E.-I" CSh..,e.p :0 2.92. (W)O.85(/)I.S .. G. 100 == 2.'12. (l't8S (O.4~)1.5 :: 5.2 Gf7 Q,o =- 2. .'tZ (1'jo.85 (O.43fS = 4.:' us '1-2-<:0 10A- ~ '/. 1- ~ 8.10 c.fs rv~ 2.03 e R A A A A A A R A A _ . _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ A _ _ _ _ _ _ _ _ _ A _ _ _ A _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ . . .- HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineerin9 Software (aes) Ver. 2.7A Release Date: 6/25188 Serlal # DE1721 Especially prepared for: KEITH CO~PANIES ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 21:45 20-NOV-96 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I N Lc TS I, E..-"3 OJ ~ "E-4" \00 ~R. STDRM * * * * . * * * * * * * * * * * . * * * * * . . * * * * * * * * * . . * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * . * * . ~ >>>>STREETFLOW MODEL INPUT INFORMATION<<<< CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 20.30 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYM~ETRICAL STREET HALF-WIDTH(FEET) = 20.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.017000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES "'STREET FLOWING FULL'" 4IIl========================================================================== STREETFLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOWDEPTH(FEET) = 0.49 HALF STREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.45 PRODUCT OF DEPTH&VELOCITY = 1.21 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- e Q04 1f e - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6125788 Senal # DEl721 Especially prepared for: KEITH COMPANIES ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 21:45 20-NOV-96 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INLETS "E.-3" ~ "E.-4" 10 '(R. SToRM * * * * * * * * * * * * * * * * * * * * * * * * * * * * k * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * >>>>STREETFLOW MODEL INPUT INFORMATION<<<< CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 12.90 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.017000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- e STREET FLOW MODEL RESULTS: -------------------------------------------------------------------------- STREET FLOWDEPTH(FEET) = 0.43 HALFSTREET FLOODWIDTH(FEET) = 18.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.15 PRODUCT OF DEPTH&VELOCITY = 0.93 --------------------------------------------------------'-------------------- ---------------------------------------------------------------------------- e 1?(, Q.OE e HYDRAUliC DESIGN, ON-GRADE CATCH BASIN Project: T rz . '2 4- I '0 '- "E-5" J.; "E.-' /I Catch Basin Number: 'r ID lo-year Discharge (from Rational Method) (cis): 1..0.5 lOO-year Discharge (from Rational Method) (cis): 3 2.. ~ Carryover from C.B. No. N/A 32.3 0.58 I = (cis): if> e Total Design Discharge (cfs): Flow Depth (ft): d.oo =- Street Slope: 0.50'1. d 10 = O. f<} I Use City of Los Angeles (Depanment of Public Works) Hydraulic Design Manual, Chart L L - \ 3 I W = 14 Discharge Intercepted (cfs): &, 00 '" 1. t.1- Cf'7 Carryover to Downstream Point (cfs): Q,oo =- 8. I (Fs \1 It \:;. '\ Facility Receiving Carryover: C - \ 'f E. -2" 1910 = IB.B Cf5 QIO = 1./ c~ &CAP = 7.'f2. (",,)0.65 (c.l),.5 . ~'OO ':: Z.'tz. (14l'8S( 0.58)1.5::: 11.\ )( 1- ::: Z4.2. C.F:;. 2.'12. U4 ) o.8S ( O.4<}Y-c; '" ~.1 Q,O = X Z :::: /8.8 cf7 ~ "V 2.o~ e - - - - - - - - - - - - - - - - - - ^ ^ - - - - - - - - - - - - - - _ - _ _ _ _ _ _ ^ _ ^ _ _ _ _ _ ^ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ A ~ ^ HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineerin9 Software (aes) Ver. 2.7A Release Date: 6/25788 Serlal # DE1721 Especially prepared for: KEITH COMPANIES ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 21:46 20-NOV-96 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INLETS "E-5" ~ "E-Co" IDO 'ff{. s rORM ~ ~ * ~ * ~ ~ ~ * * * * * ~ * ~ * * * * * * * * . * * * * * * * * * * * * * * * * * * * * * ~ * * * * * ~ * * . * * * * * ~ * . * * * . * ~ * . * * * * >>>>STREETFLOW MODEL INPUT INFORMATION<<<< CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 32.30 AVERAGE STREETFLOW FRICTION FACTOR(MA~NING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.017000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES "'STREET FLOWING FULL'" 4Il========================================================================== STREETFLOW MODEL RESULTS: ---------------------------------------------------------------------------- NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS. ALL FLOW ALONG THE PARKWAY, ETC.. IS NEGLECTED. STREET FLOWDEPTH(FEET) = 0.58 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.85 PRODUCT OF DEPTH&VELOCITY = 1.65 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- e ~ IJ()/ e _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ ~ ~ _ _ ~ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ ~ ~ _ _ _ _ _ _ _ _ _ _ _ ~ _ _ _ _ _ ~ ~ ~ _ ~ _ _ _ K " ~ _ _ HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced En9ineerin~ Software (aes) Ver. 2. 7A Rel ease Date: 6125/88 Sen al # DEl721 Especially prepared for: KEITH COMPANIES TIME/DATE OF STUDY: 21:47 20-NOV-96 -----------------------------------------------------------------------~---~ ---------------------------------------------------------------------------- I N LET~ 'I E - 5" + ~E. - 10" 10 'f(\. SToR JV1 * * * * * * * * * * * * ~ ~ ~ ~ ~ * * . . . . . . * ~ * ~ * * . . . . . . . * . * . . * * . . . . * . . * . . . * . * ~ * ~ . * . . . . . . * * * * * * >>>>STREETFLOW MODEL INPUT INFORMATION<<<< CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 20.50 AVERAGE STREETFLO~ FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTrl(FEET) = 20.00 CONSTANT SY~METRICAL STREET CROSSFALL(DECIMAL) = 0.017000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.50 CONSTANT SY~METRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES '..STREET FLOWING FULL... 4IIl========================================================================== STREETFLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOWDEPTH(FEET) = 0.49 HALF STREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.48 PRODUCT OF DEPTH&VELOCITY = 1.22 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- e ~~ 20B ::'.:;.?~' I I 10.0 8.0 6.0 ~.O 4.0 3.0 2.0 ~ I.~ U 1.0 i! .J 0.8 en 0.1 0.6 O.~ 0.4 e 0.3 0.2 e SL FACTORS FOR SEDIMENT YIELD EQUATION h~o/o"" ~ , ~ w 1-4 0 %L... I-' ~ Loo _35%L...1-' 1.0 - -30% -25% Loo ~ -j 10" .. - ... - 20% .. ~ l..- .... ,10" 18% ~ ~ , 1?0o -16% ...... ~ -- .... - _1.0 1~"Io'" - [-12"10 ~ I L,. L...... 10"lo~" w" I--~"Io I 1- ... 6"10"" - .. L.o 40/' ...""'" S~~~'rJr" _1?0o L... l,.oo .. w 20/0'" ...1-' Loo .... w .~ 1..- ... ~ .... O.~% 10""" ... L". I I 0.1 o o 2 o '" o on o 2 g g (II '" 00 00 .11) SLOPE LENGTH (FEET) Sediment Yield = 16.4SL. Example: Slope lenglll · 1000 feet Sile Ilape · 8 % Graded area . 56 ceres From grop/llt con be det.rmined tllat SL =1.8 Sedimenl yield = 16.4 1l1.8 = 30 e.y./oere Total ..dim.nl = 30X 56 · \680e.y. ealln lize . 1700e.y. " Based on uNversol soil 10$1 equation for Orange County field conditions. ORANGE COUNTY Appro." R..llOd: 83-1442 DESILTING BASIN " 8 o (II o 000 o 000 o 000 '" ., on CD STD. PLAN 1327 1f SHEET !l OF e -- e e 4Y ? Ie e -17 e . Q.Ji -- e . 212. -4' - w .,. U II ... U. o e ..,_.it . en... ... _'" 00 .... 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