Loading...
Item 19 - Attachment A - Exhibit A - Appendix F - Drainage Study Appendix F Drainage Study Contents 1 Scope ....................................................................................................................... 3 2 Existing Conditions ................................................................................................ 3 3 Proposed Conditions ............................................................................................. 4 4 Methodology ........................................................................................................... 5 4.1 Hydrology ........................................................................................................... 5 5 Results & Conclusions .......................................................................................... 7 List of Appendices Appendix 1 – Hydrology Calculations and Exhibits Appendix 2 – Soils Information Appendix 3 – Hydraulic calculations for Proposed Basin/Outlet Structures Appendix 4 – Basin Attenuation Calculations NOTE: Hydraulic Calculations for the proposed storm drain network will be provided during Final Engineering. 1 Scope The purpose of this study is to provide hydrologic and hydraulic calculations in support of The Farms – a proposed development that will create single family residential units on a 117-acre site in the City of Poway, California. This report will quantify proposed runoff for the 100-year frequency storm event for the proposed development and existing site. Treatment of storm water runoff from the site has been addressed in a separate report - the “Priority Development Project Storm Water Quality Management Plan for The Farm”. 2 Existing Conditions The project site is currently the Stoneridge Country Club that includes a golf course with water features and vegetated areas, tennis courts, and a club house. Stoneridge Golf has 3 total concrete brow ditches that convey onsite and offsite flow to two separate outflow locations – one to the north and one to the south. An existing brow ditch conveys offsite flows from St. Andrews Drive and flows from the southern portion of the stone ridge golf course south through the site discharging into a triple arch culvert beneath Espola Road. Additionally, flows from Tom O’shanter Drive and Cloudcroft Court also are conveyed through the site southerly and are discharged into the same triple arch culvert beneath Espola Road as described above. In the northern portion of the site, flows from Boca Raton Lane flow into a brow ditch and are routed to a pipe that conveys the flow underneath Valle De Lobo Dr & Villamoura Dr, eventually discharging into the open space north of Glen Arven Lane. The surrounding northern area on-site also discharges into the same outfall. 3 Proposed Development All existing structures will be replaced and (160) single family developed lots with homes, roads, and associated landscape areas will be developed. The project proposes the construction of an internal storm drain system. All onsite runoff from the residential areas will be collected and routed to one of the six-biofiltration basins that will detain and attenuate 100-year peak flows per City of Poway design standards. Flow generated from onsite agricultural areas during the 100-year event will be conveyed to one of three outfall locations via storm drain. Treatment of storm water runoff from the site is addressed in a separate report - the “Priority Development Project Storm Water Quality Management Plan for The Farm” prepared by Hunsaker & Associates San Diego Inc. 4 Methodology 4.1 Hydrology Rational Method Hydrologic Analysis Computer Software Package – AES-2015 Design Storm - 100-year return interval Land Use – Multi-family residential onsite; Soil Type – Hydrologic soil group C was assumed for all areas. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Runoff Coefficient - In accordance with the County of San Diego standards, runoff coefficients were based on land use and slope. Rainfall Intensity - Initial time of concentration values were determined using the County of San Diego standards. The rainfall intensity-duration-frequency curve for the San Diego County was used to determine rainfall intensities. Method of Analysis – The Rational Method is the most widely used hydrologic model for estimating peak runoff rates. Applied to small urban and semi-urban areas with drainage areas less than 0.5 square miles, the Rational Method relates storm rainfall intensity, a runoff coefficient, and drainage area to peak runoff rate. This relationship is expressed by the equation: Q = CIA, where: Q = The peak runoff rate in cubic feet per second at the point of analysis. C = A runoff coefficient representing the area - averaged ratio of runoff to rainfall intensity. I = The time-averaged rainfall intensity in inches per hour corresponding to the time of concentration. A = The drainage basin area in acres. To perform a node-link study, the total watershed area is divided into subareas which discharge at designated nodes. The procedure for the subarea summation model is as follows: (1) Subdivide the watershed into an initial subarea (generally 1 lot) and subsequent subareas, which are generally less than 10 acres in size. Assign upstream and downstream node numbers to each subarea. (2) Estimate an initial Tc by using the appropriate nomograph or overland flow velocity estimation. (3) Using the initial Tc, determine the corresponding values of I. Then Q = C I A. (4) Using Q, estimate the travel time between this node and the next by Manning’s equation as applied to the particular channel or conduit linking the two nodes. Then, repeat the calculation for Q based on the revised intensity (which is a function of the revised time of concentration) The nodes are joined together by links, which may be street gutter flows, drainage swales, drainage ditches, pipe flow, or various channel flows. The AES-2003 computer subarea menu is as follows: SUBAREA HYDROLOGIC PROCESS 1.Confluence analysis at node. 2.Initial subarea analysis (including time of concentration calculation). 3.Pipeflow travel time (computer estimated). 4.Pipeflow travel time (user specified). 5.Trapezoidal channel travel time. 6.Street flow analysis through subarea. 7.User - specified information at node. 8.Addition of subarea runoff to main line. 9.V-gutter flow through area. 10. Copy main stream data to memory bank 11. Confluence main stream data with a memory bank 12. Clear a memory bank At the confluence point of two or more basins, the following procedure is used to combine peak flow rates to account for differences in the basin’s times of concentration. This adjustment is based on the assumption that each basin’s hydrographs are triangular in shape. (1). If the collection streams have the same times of concentration, then the Q values are directly summed, Qp = Qa + Qb; Tp = Ta = Tb (2). If the collection streams have different times of concentration, the smaller of the tributary Q values may be adjusted as follows: (i). The most frequent case is where the collection stream with the longer time of concentration has the larger Q. The smaller Q value is adjusted by the ratio of rainfall intensities. Qp = Qa + Qb (Ia/Ib); Tp = Ta (ii). In some cases, the collection stream with the shorter time of concentration has the larger Q. Then the smaller Q is adjusted by a ratio of the T values. Qp = Qb +Qa (Tb/Ta); Tp = Tb 5 Results Per the San Diego County isopluvial maps, the rainfall depth for the 100 – year flow event is 3.3 inches. Refer to the isopluvial map included in Appendix 2. Table 1 - Summary of Rational Method Hydrologic Analysis Existing Condition Proposed Condition Node Area (ac) 100-Year Peak Flow (cfs)Area (ac) 100-Year Peak Flow (cfs) 100 159.9 258.11 159.7 243.1* (306.47)** 300 91.2 177.11 90.8 174.95* (200.69)** 400 5.4 9.05 5.7 7.13* (25.53)** Totals 256.5 -256.2 - *Post Mitigated (attenuated) Flow ** Post-condition (unattenuated) Flow As illustrated by the Table 1, the attenuation provided by each of the six proposed basins reduces flow at each of the outfalls when compared to the existing condition. Conclusions; The project does not increase runoff in the 100-year storm event because of the onsite flood attenuation. Since there will be no increase in runoff, there will be no negative impacts to downstream drainage facilities. 6 Appendices Appendix 1 – Hydrology Calculations and Exhibits Rainfall DATA RUNOFF COEFFICIENTS EXISTING CONDITION CITY OF POWAY, CALIFORNIATHE FARMEXISTING CONDITIONS DRAINAGE MAP OFSHEET12PREPARED BY:LEGEND& ASSOCIATESHUNSAKER CITY OF POWAY, CALIFORNIATHE FARMEXISTING CONDITIONS DRAINAGE MAP OFSHEET22PREPARED BY:& ASSOCIATESHUNSAKERLEGEND 100 YEAR EXISTING CONDITIONS HYDROLOGY ANALYSIS EX-100 ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1239 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * THE FARM * * EXISTING CONDITIONS HYDROLOGY - INCLUDES OFFSITE ANALYSIS * * * ************************************************************************** FILE NAME: H:\AES2010\1390\2018\E2\EX-100.DAT TIME/DATE OF STUDY: 11:10 03/31/2019 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 3.300 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 104.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = 95.00 UPSTREAM ELEVATION(FEET) = 741.00 DOWNSTREAM ELEVATION(FEET) = 735.00 ELEVATION DIFFERENCE(FEET) = 6.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.593 Page 1 EX-100 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.641 SUBAREA RUNOFF(CFS) = 0.56 TOTAL AREA(ACRES) = 0.28 TOTAL RUNOFF(CFS) = 0.56 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 110.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 735.00 DOWNSTREAM(FEET) = 697.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 683.00 CHANNEL SLOPE = 0.0556 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE = .0556 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.56 FLOW VELOCITY(FEET/SEC) = 1.32 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 8.62 Tc(MIN.) = 16.21 LONGEST FLOWPATH FROM NODE 102.00 TO NODE 110.00 = 778.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 110.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.071 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 85 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3000 SUBAREA AREA(ACRES) = 3.62 SUBAREA RUNOFF(CFS) = 4.42 TOTAL AREA(ACRES) = 3.9 TOTAL RUNOFF(CFS) = 4.76 TC(MIN.) = 16.21 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.21 RAINFALL INTENSITY(INCH/HR) = 4.07 TOTAL STREAM AREA(ACRES) = 3.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.76 **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 105.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5400 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 187.00 UPSTREAM ELEVATION(FEET) = 810.00 DOWNSTREAM ELEVATION(FEET) = 803.00 ELEVATION DIFFERENCE(FEET) = 7.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.389 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 96.86 (Reference: Table 3-1B of Hydrology Manual) Page 2 EX-100 THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.423 SUBAREA RUNOFF(CFS) = 1.84 TOTAL AREA(ACRES) = 0.46 TOTAL RUNOFF(CFS) = 1.84 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 803.00 DOWNSTREAM ELEVATION(FEET) = 720.00 STREET LENGTH(FEET) = 1698.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 52.62 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 19.88 AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.06 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.66 STREET FLOW TRAVEL TIME(MIN.) = 4.01 Tc(MIN.) = 10.40 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.423 RESIDENTIAL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5400 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 84 AREA-AVERAGE RUNOFF COEFFICIENT = 0.540 SUBAREA AREA(ACRES) = 34.10 SUBAREA RUNOFF(CFS) = 99.86 TOTAL AREA(ACRES) = 34.6 PEAK FLOW RATE(CFS) = 101.20 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 25.74 FLOW VELOCITY(FEET/SEC.) = 8.28 DEPTH*VELOCITY(FT*FT/SEC.) = 5.15 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1698.0 FT WITH ELEVATION-DROP = 83.0 FT, IS 143.4 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 106.00 LONGEST FLOWPATH FROM NODE 103.00 TO NODE 106.00 = 1885.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.40 RAINFALL INTENSITY(INCH/HR) = 5.42 TOTAL STREAM AREA(ACRES) = 34.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 101.20 **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 108.00 IS CODE = 21 ---------------------------------------------------------------------------- Page 3 EX-100 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = 130.00 UPSTREAM ELEVATION(FEET) = 720.00 DOWNSTREAM ELEVATION(FEET) = 708.00 ELEVATION DIFFERENCE(FEET) = 12.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.865 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.087 SUBAREA RUNOFF(CFS) = 0.57 TOTAL AREA(ACRES) = 0.27 TOTAL RUNOFF(CFS) = 0.57 **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 110.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 717.00 DOWNSTREAM(FEET) = 697.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 506.00 CHANNEL SLOPE = 0.0395 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE = .0395 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.57 FLOW VELOCITY(FEET/SEC) = 1.11 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 7.57 Tc(MIN.) = 14.44 LONGEST FLOWPATH FROM NODE 106.00 TO NODE 110.00 = 636.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 110.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.387 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 85 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3000 SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 5.13 TOTAL AREA(ACRES) = 4.2 TOTAL RUNOFF(CFS) = 5.49 TC(MIN.) = 14.44 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 14.44 RAINFALL INTENSITY(INCH/HR) = 4.39 TOTAL STREAM AREA(ACRES) = 4.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.49 ** CONFLUENCE DATA ** Page 4 EX-100 STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.76 16.21 4.071 3.90 2 101.20 10.40 5.423 34.56 3 5.49 14.44 4.387 4.17 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 108.21 10.40 5.423 2 91.60 14.44 4.387 3 85.84 16.21 4.071 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 108.21 Tc(MIN.) = 10.40 TOTAL AREA(ACRES) = 42.6 LONGEST FLOWPATH FROM NODE 103.00 TO NODE 110.00 = 1885.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 112.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 697.00 DOWNSTREAM(FEET) = 689.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 374.00 CHANNEL SLOPE = 0.0214 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE = .0214 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) CHANNEL FLOW THRU SUBAREA(CFS) = 108.21 FLOW VELOCITY(FEET/SEC) = 3.90 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.60 Tc(MIN.) = 12.00 LONGEST FLOWPATH FROM NODE 103.00 TO NODE 112.00 = 2259.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 112.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.945 RESIDENTIAL (2.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4916 SUBAREA AREA(ACRES) = 2.99 SUBAREA RUNOFF(CFS) = 6.65 TOTAL AREA(ACRES) = 45.6 TOTAL RUNOFF(CFS) = 110.90 TC(MIN.) = 12.00 **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 114.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 689.00 DOWNSTREAM(FEET) = 671.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 449.00 CHANNEL SLOPE = 0.0401 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE = .0401 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) CHANNEL FLOW THRU SUBAREA(CFS) = 110.90 FLOW VELOCITY(FEET/SEC) = 5.38 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) Page 5 EX-100 TRAVEL TIME(MIN.) = 1.39 Tc(MIN.) = 13.39 LONGEST FLOWPATH FROM NODE 103.00 TO NODE 114.00 = 2708.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 114.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.607 RESIDENTIAL (2.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4883 SUBAREA AREA(ACRES) = 3.97 SUBAREA RUNOFF(CFS) = 8.23 TOTAL AREA(ACRES) = 49.6 TOTAL RUNOFF(CFS) = 111.55 TC(MIN.) = 13.39 **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 116.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 671.00 DOWNSTREAM(FEET) = 643.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 395.00 CHANNEL SLOPE = 0.0709 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE = .0709 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) CHANNEL FLOW THRU SUBAREA(CFS) = 111.55 FLOW VELOCITY(FEET/SEC) = 7.17 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.92 Tc(MIN.) = 14.31 LONGEST FLOWPATH FROM NODE 103.00 TO NODE 116.00 = 3103.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 116.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.414 RESIDENTIAL (2.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4860 SUBAREA AREA(ACRES) = 3.16 SUBAREA RUNOFF(CFS) = 6.28 TOTAL AREA(ACRES) = 52.8 TOTAL RUNOFF(CFS) = 113.15 TC(MIN.) = 14.31 **************************************************************************** FLOW PROCESS FROM NODE 116.00 TO NODE 118.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 643.00 DOWNSTREAM(FEET) = 601.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 842.00 CHANNEL SLOPE = 0.0499 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE = .0499 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) CHANNEL FLOW THRU SUBAREA(CFS) = 113.15 FLOW VELOCITY(FEET/SEC) = 6.04 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.32 Tc(MIN.) = 16.63 LONGEST FLOWPATH FROM NODE 103.00 TO NODE 118.00 = 3945.00 FEET. **************************************************************************** Page 6 EX-100 FLOW PROCESS FROM NODE 116.00 TO NODE 118.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.005 RESIDENTIAL (2.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4797 SUBAREA AREA(ACRES) = 11.20 SUBAREA RUNOFF(CFS) = 20.19 TOTAL AREA(ACRES) = 64.0 TOTAL RUNOFF(CFS) = 122.87 TC(MIN.) = 16.63 **************************************************************************** FLOW PROCESS FROM NODE 118.00 TO NODE 100.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 601.00 DOWNSTREAM(FEET) = 587.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1085.00 CHANNEL SLOPE = 0.0129 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE = .0129 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) CHANNEL FLOW THRU SUBAREA(CFS) = 122.87 FLOW VELOCITY(FEET/SEC) = 3.16 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.73 Tc(MIN.) = 22.36 LONGEST FLOWPATH FROM NODE 103.00 TO NODE 100.00 = 5030.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 118.00 TO NODE 100.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.309 RESIDENTIAL (2.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4740 SUBAREA AREA(ACRES) = 15.34 SUBAREA RUNOFF(CFS) = 22.84 TOTAL AREA(ACRES) = 79.3 TOTAL RUNOFF(CFS) = 124.36 TC(MIN.) = 22.36 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 122.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (2.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 98.00 UPSTREAM ELEVATION(FEET) = 795.00 DOWNSTREAM ELEVATION(FEET) = 785.00 ELEVATION DIFFERENCE(FEET) = 10.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.376 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! Page 7 EX-100 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.297 SUBAREA RUNOFF(CFS) = 1.23 TOTAL AREA(ACRES) = 0.33 TOTAL RUNOFF(CFS) = 1.23 **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 124.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 785.00 DOWNSTREAM(FEET) = 749.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 364.00 CHANNEL SLOPE = 0.0989 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE = .0989 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) CHANNEL FLOW THRU SUBAREA(CFS) = 1.23 FLOW VELOCITY(FEET/SEC) = 1.89 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.21 Tc(MIN.) = 8.59 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 124.00 = 462.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 124.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.133 RESIDENTIAL (2.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4500 SUBAREA AREA(ACRES) = 0.85 SUBAREA RUNOFF(CFS) = 2.35 TOTAL AREA(ACRES) = 1.2 TOTAL RUNOFF(CFS) = 3.26 TC(MIN.) = 8.59 **************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 126.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 749.00 DOWNSTREAM(FEET) = 699.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 578.00 CHANNEL SLOPE = 0.0865 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE = .0865 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) CHANNEL FLOW THRU SUBAREA(CFS) = 3.26 FLOW VELOCITY(FEET/SEC) = 2.44 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.95 Tc(MIN.) = 12.54 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 126.00 = 1040.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 126.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.806 RESIDENTIAL (2.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4500 SUBAREA AREA(ACRES) = 4.15 SUBAREA RUNOFF(CFS) = 8.97 TOTAL AREA(ACRES) = 5.3 TOTAL RUNOFF(CFS) = 11.53 TC(MIN.) = 12.54 Page 8 EX-100 **************************************************************************** FLOW PROCESS FROM NODE 126.00 TO NODE 128.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 699.00 DOWNSTREAM(FEET) = 647.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 805.00 CHANNEL SLOPE = 0.0646 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE = .0646 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) CHANNEL FLOW THRU SUBAREA(CFS) = 11.53 FLOW VELOCITY(FEET/SEC) = 3.21 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.18 Tc(MIN.) = 16.71 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 128.00 = 1845.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 126.00 TO NODE 128.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.992 RESIDENTIAL (2.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4500 SUBAREA AREA(ACRES) = 16.30 SUBAREA RUNOFF(CFS) = 29.28 TOTAL AREA(ACRES) = 21.6 TOTAL RUNOFF(CFS) = 38.86 TC(MIN.) = 16.71 **************************************************************************** FLOW PROCESS FROM NODE 128.00 TO NODE 130.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 647.00 DOWNSTREAM(FEET) = 589.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1400.00 CHANNEL SLOPE = 0.0414 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE = .0414 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) CHANNEL FLOW THRU SUBAREA(CFS) = 38.86 FLOW VELOCITY(FEET/SEC) = 3.86 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.05 Tc(MIN.) = 22.77 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 130.00 = 3245.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 128.00 TO NODE 130.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.271 RESIDENTIAL (2.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4500 SUBAREA AREA(ACRES) = 4.44 SUBAREA RUNOFF(CFS) = 6.53 TOTAL AREA(ACRES) = 26.1 TOTAL RUNOFF(CFS) = 38.86 TC(MIN.) = 22.77 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 1 ---------------------------------------------------------------------------- Page 9 EX-100 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 22.77 RAINFALL INTENSITY(INCH/HR) = 3.27 TOTAL STREAM AREA(ACRES) = 26.07 PEAK FLOW RATE(CFS) AT CONFLUENCE = 38.86 **************************************************************************** FLOW PROCESS FROM NODE 123.00 TO NODE 125.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5400 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 300.00 UPSTREAM ELEVATION(FEET) = 720.00 DOWNSTREAM ELEVATION(FEET) = 710.00 ELEVATION DIFFERENCE(FEET) = 10.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.606 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 95.83 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.265 SUBAREA RUNOFF(CFS) = 0.59 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.59 **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 127.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 720.00 DOWNSTREAM ELEVATION(FEET) = 600.00 STREET LENGTH(FEET) = 2167.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 65.66 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 21.21 AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.80 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 4.22 STREET FLOW TRAVEL TIME(MIN.) = 4.63 Tc(MIN.) = 11.24 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.157 RESIDENTIAL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5400 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 84 AREA-AVERAGE RUNOFF COEFFICIENT = 0.540 SUBAREA AREA(ACRES) = 45.83 SUBAREA RUNOFF(CFS) = 127.62 Page 10 EX-100 TOTAL AREA(ACRES) = 46.0 PEAK FLOW RATE(CFS) = 128.04 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) = 27.54 FLOW VELOCITY(FEET/SEC.) = 9.19 DEPTH*VELOCITY(FT*FT/SEC.) = 6.01 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 2167.0 FT WITH ELEVATION-DROP = 120.0 FT, IS 197.8 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 127.00 LONGEST FLOWPATH FROM NODE 123.00 TO NODE 127.00 = 2467.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 130.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 600.00 DOWNSTREAM(FEET) = 589.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 371.00 CHANNEL SLOPE = 0.0296 CHANNEL FLOW THRU SUBAREA(CFS) = 128.04 FLOW VELOCITY(FEET/SEC) = 8.81 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.70 Tc(MIN.) = 11.94 LONGEST FLOWPATH FROM NODE 123.00 TO NODE 130.00 = 2838.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 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.) = 11.94 RAINFALL INTENSITY(INCH/HR) = 4.96 TOTAL STREAM AREA(ACRES) = 45.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 128.04 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 38.86 22.77 3.271 26.07 2 128.04 11.94 4.959 45.98 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 148.42 11.94 4.959 2 123.30 22.77 3.271 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 148.42 Tc(MIN.) = 11.94 TOTAL AREA(ACRES) = 72.1 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 130.00 = 3245.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 100.00 IS CODE = 53 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ Page 11 EX-100 ELEVATION DATA: UPSTREAM(FEET) = 589.00 DOWNSTREAM(FEET) = 587.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 354.00 CHANNEL SLOPE = 0.0056 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE = .0056 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) CHANNEL FLOW THRU SUBAREA(CFS) = 148.42 FLOW VELOCITY(FEET/SEC) = 2.22 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.65 Tc(MIN.) = 14.59 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 100.00 = 3599.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 100.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.357 RESIDENTIAL (2.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5013 SUBAREA AREA(ACRES) = 8.57 SUBAREA RUNOFF(CFS) = 16.80 TOTAL AREA(ACRES) = 80.6 TOTAL RUNOFF(CFS) = 176.11 TC(MIN.) = 14.59 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 176.11 14.59 4.357 80.62 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 100.00 = 3599.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 124.36 22.36 3.309 79.29 LONGEST FLOWPATH FROM NODE 103.00 TO NODE 100.00 = 5030.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 257.29 14.59 4.357 2 258.11 22.36 3.309 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 258.11 Tc(MIN.) = 22.36 TOTAL AREA(ACRES) = 159.9 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ +--------------------------------------------------------------------------+ | BEGIN 200 SERIES HYDROLOGY | | | | | +--------------------------------------------------------------------------+ Page 12 EX-100 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 204.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .3200 S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 255.00 UPSTREAM ELEVATION(FEET) = 800.00 DOWNSTREAM ELEVATION(FEET) = 765.00 ELEVATION DIFFERENCE(FEET) = 35.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.517 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.328 SUBAREA RUNOFF(CFS) = 0.94 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 0.94 **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 206.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 765.00 DOWNSTREAM(FEET) = 705.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 601.00 CHANNEL SLOPE = 0.0998 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.94 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.11 Tc(MIN.) = 8.63 LONGEST FLOWPATH FROM NODE 202.00 TO NODE 206.00 = 856.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 206.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.114 *USER SPECIFIED(SUBAREA): RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .3200 S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3200 SUBAREA AREA(ACRES) = 7.08 SUBAREA RUNOFF(CFS) = 13.85 TOTAL AREA(ACRES) = 7.5 TOTAL RUNOFF(CFS) = 14.63 TC(MIN.) = 8.63 **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 208.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 705.00 DOWNSTREAM(FEET) = 663.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 750.00 CHANNEL SLOPE = 0.0560 CHANNEL FLOW THRU SUBAREA(CFS) = 14.63 FLOW VELOCITY(FEET/SEC) = 6.53 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.92 Tc(MIN.) = 10.55 LONGEST FLOWPATH FROM NODE 202.00 TO NODE 208.00 = 1606.00 FEET. Page 13 EX-100 **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 208.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.373 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4200 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 79 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3741 SUBAREA AREA(ACRES) = 8.81 SUBAREA RUNOFF(CFS) = 19.88 TOTAL AREA(ACRES) = 16.3 TOTAL RUNOFF(CFS) = 32.74 TC(MIN.) = 10.55 **************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 200.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 663.00 DOWNSTREAM ELEVATION(FEET) = 647.00 STREET LENGTH(FEET) = 608.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 39.37 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 20.04 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.21 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.71 STREET FLOW TRAVEL TIME(MIN.) = 1.95 Tc(MIN.) = 12.49 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.817 RESIDENTIAL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5400 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 84 AREA-AVERAGE RUNOFF COEFFICIENT = 0.414 SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 13.27 TOTAL AREA(ACRES) = 21.4 PEAK FLOW RATE(CFS) = 42.62 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 20.74 FLOW VELOCITY(FEET/SEC.) = 5.28 DEPTH*VELOCITY(FT*FT/SEC.) = 2.81 LONGEST FLOWPATH FROM NODE 202.00 TO NODE 200.00 = 2214.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 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.) = 12.49 Page 14 EX-100 RAINFALL INTENSITY(INCH/HR) = 4.82 TOTAL STREAM AREA(ACRES) = 21.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.62 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 212.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ *USER SPECIFIED(SUBAREA): RESIDENTIAL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .3200 S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 190.00 UPSTREAM ELEVATION(FEET) = 745.00 DOWNSTREAM ELEVATION(FEET) = 735.00 ELEVATION DIFFERENCE(FEET) = 10.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.072 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.384 SUBAREA RUNOFF(CFS) = 0.33 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.33 **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 200.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 735.00 DOWNSTREAM ELEVATION(FEET) = 646.00 STREET LENGTH(FEET) = 1400.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.33 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 9.72 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.46 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.84 STREET FLOW TRAVEL TIME(MIN.) = 4.27 Tc(MIN.) = 12.35 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.854 *USER SPECIFIED(SUBAREA): RESIDENTIAL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .3200 S.C.S. CURVE NUMBER (AMC II) = 84 AREA-AVERAGE RUNOFF COEFFICIENT = 0.320 SUBAREA AREA(ACRES) = 14.00 SUBAREA RUNOFF(CFS) = 21.74 TOTAL AREA(ACRES) = 14.2 PEAK FLOW RATE(CFS) = 21.99 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.16 FLOW VELOCITY(FEET/SEC.) = 6.32 DEPTH*VELOCITY(FT*FT/SEC.) = 2.51 Page 15 EX-100 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 200.00 = 1590.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 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.) = 12.35 RAINFALL INTENSITY(INCH/HR) = 4.85 TOTAL STREAM AREA(ACRES) = 14.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.99 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 42.62 12.49 4.817 21.39 2 21.99 12.35 4.854 14.16 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 64.11 12.35 4.854 2 64.44 12.49 4.817 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 64.44 Tc(MIN.) = 12.49 TOTAL AREA(ACRES) = 35.6 LONGEST FLOWPATH FROM NODE 202.00 TO NODE 200.00 = 2214.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 216.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = 156.00 UPSTREAM ELEVATION(FEET) = 735.00 DOWNSTREAM ELEVATION(FEET) = 730.00 ELEVATION DIFFERENCE(FEET) = 5.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.767 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.645 SUBAREA RUNOFF(CFS) = 0.51 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.51 Page 16 EX-100 **************************************************************************** FLOW PROCESS FROM NODE 216.00 TO NODE 218.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 730.00 DOWNSTREAM(FEET) = 660.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1051.00 CHANNEL SLOPE = 0.0666 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.51 FLOW VELOCITY(FEET/SEC) = 3.87 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.52 Tc(MIN.) = 14.29 LONGEST FLOWPATH FROM NODE 214.00 TO NODE 218.00 = 1207.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 216.00 TO NODE 218.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.416 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 85 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3000 SUBAREA AREA(ACRES) = 9.50 SUBAREA RUNOFF(CFS) = 12.59 TOTAL AREA(ACRES) = 9.8 TOTAL RUNOFF(CFS) = 12.98 TC(MIN.) = 14.29 **************************************************************************** FLOW PROCESS FROM NODE 216.00 TO NODE 218.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 215.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5400 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 206.00 UPSTREAM ELEVATION(FEET) = 810.00 DOWNSTREAM ELEVATION(FEET) = 808.00 ELEVATION DIFFERENCE(FEET) = 2.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.152 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 64.13 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.343 SUBAREA RUNOFF(CFS) = 1.44 TOTAL AREA(ACRES) = 0.42 TOTAL RUNOFF(CFS) = 1.44 **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 217.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 808.00 DOWNSTREAM ELEVATION(FEET) = 690.00 Page 17 EX-100 STREET LENGTH(FEET) = 1360.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 42.64 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.29 AVERAGE FLOW VELOCITY(FEET/SEC.) = 8.32 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.77 STREET FLOW TRAVEL TIME(MIN.) = 2.73 Tc(MIN.) = 10.88 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.267 RESIDENTIAL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5400 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 84 AREA-AVERAGE RUNOFF COEFFICIENT = 0.540 SUBAREA AREA(ACRES) = 28.77 SUBAREA RUNOFF(CFS) = 81.82 TOTAL AREA(ACRES) = 29.2 PEAK FLOW RATE(CFS) = 83.02 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 21.29 FLOW VELOCITY(FEET/SEC.) = 9.79 DEPTH*VELOCITY(FT*FT/SEC.) = 5.31 LONGEST FLOWPATH FROM NODE 213.00 TO NODE 217.00 = 1566.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 216.00 TO NODE 218.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 83.02 10.88 5.267 29.19 LONGEST FLOWPATH FROM NODE 213.00 TO NODE 218.00 = 1566.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 12.98 14.29 4.416 9.80 LONGEST FLOWPATH FROM NODE 214.00 TO NODE 218.00 = 1207.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 92.90 10.88 5.267 2 82.60 14.29 4.416 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 92.90 Tc(MIN.) = 10.88 TOTAL AREA(ACRES) = 39.0 **************************************************************************** FLOW PROCESS FROM NODE 216.00 TO NODE 218.00 IS CODE = 12 Page 18 EX-100 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 200.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 658.00 DOWNSTREAM(FEET) = 645.00 FLOW LENGTH(FEET) = 667.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.13 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 92.90 PIPE TRAVEL TIME(MIN.) = 0.73 Tc(MIN.) = 11.61 LONGEST FLOWPATH FROM NODE 213.00 TO NODE 200.00 = 2233.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 92.90 11.61 5.049 38.99 LONGEST FLOWPATH FROM NODE 213.00 TO NODE 200.00 = 2233.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 64.44 12.49 4.817 35.55 LONGEST FLOWPATH FROM NODE 202.00 TO NODE 200.00 = 2214.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 152.80 11.61 5.049 2 153.06 12.49 4.817 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 153.06 Tc(MIN.) = 12.49 TOTAL AREA(ACRES) = 74.5 **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 3 <<<<< ============================================================================ +--------------------------------------------------------------------------+ | BEGIN 300 SERIES | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 300.00 IS CODE = 52 ---------------------------------------------------------------------------- Page 19 EX-100 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 645.00 DOWNSTREAM(FEET) = 625.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 450.00 CHANNEL SLOPE = 0.0444 CHANNEL FLOW THRU SUBAREA(CFS) = 153.06 FLOW VELOCITY(FEET/SEC) = 11.39 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 13.15 LONGEST FLOWPATH FROM NODE 213.00 TO NODE 300.00 = 2683.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.15 RAINFALL INTENSITY(INCH/HR) = 4.66 TOTAL STREAM AREA(ACRES) = 74.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 153.06 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 304.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4200 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 79 INITIAL SUBAREA FLOW-LENGTH(FEET) = 139.00 UPSTREAM ELEVATION(FEET) = 745.00 DOWNSTREAM ELEVATION(FEET) = 740.00 ELEVATION DIFFERENCE(FEET) = 5.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.989 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.427 SUBAREA RUNOFF(CFS) = 0.81 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.81 **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 300.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 740.00 DOWNSTREAM(FEET) = 625.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1715.00 CHANNEL SLOPE = 0.0671 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.81 FLOW VELOCITY(FEET/SEC) = 3.88 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 7.36 Tc(MIN.) = 15.35 LONGEST FLOWPATH FROM NODE 302.00 TO NODE 300.00 = 1854.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 300.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ Page 20 EX-100 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.218 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4200 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 79 AREA-AVERAGE RUNOFF COEFFICIENT = 0.4200 SUBAREA AREA(ACRES) = 10.80 SUBAREA RUNOFF(CFS) = 19.13 TOTAL AREA(ACRES) = 11.1 TOTAL RUNOFF(CFS) = 19.66 TC(MIN.) = 15.35 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.35 RAINFALL INTENSITY(INCH/HR) = 4.22 TOTAL STREAM AREA(ACRES) = 11.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.66 **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 308.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = 143.00 UPSTREAM ELEVATION(FEET) = 675.00 DOWNSTREAM ELEVATION(FEET) = 670.00 ELEVATION DIFFERENCE(FEET) = 5.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.488 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.752 SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.52 **************************************************************************** FLOW PROCESS FROM NODE 308.00 TO NODE 300.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 670.00 DOWNSTREAM(FEET) = 625.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 871.00 CHANNEL SLOPE = 0.0517 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.52 FLOW VELOCITY(FEET/SEC) = 3.41 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.26 Tc(MIN.) = 13.75 LONGEST FLOWPATH FROM NODE 306.00 TO NODE 300.00 = 1014.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 308.00 TO NODE 300.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.529 Page 21 EX-100 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 85 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3000 SUBAREA AREA(ACRES) = 5.24 SUBAREA RUNOFF(CFS) = 7.12 TOTAL AREA(ACRES) = 5.5 TOTAL RUNOFF(CFS) = 7.53 TC(MIN.) = 13.75 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 13.75 RAINFALL INTENSITY(INCH/HR) = 4.53 TOTAL STREAM AREA(ACRES) = 5.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.53 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 153.06 13.15 4.660 74.54 2 19.66 15.35 4.218 11.10 3 7.53 13.75 4.529 5.54 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 177.11 13.15 4.660 2 173.90 13.75 4.529 3 165.22 15.35 4.218 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 177.11 Tc(MIN.) = 13.15 TOTAL AREA(ACRES) = 91.2 LONGEST FLOWPATH FROM NODE 213.00 TO NODE 300.00 = 2683.00 FEET. +--------------------------------------------------------------------------+ | BEGIN 400 SERIES | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 404.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = 130.00 UPSTREAM ELEVATION(FEET) = 745.00 DOWNSTREAM ELEVATION(FEET) = 735.00 ELEVATION DIFFERENCE(FEET) = 10.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.295 Page 22 EX-100 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.814 SUBAREA RUNOFF(CFS) = 0.41 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.41 **************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 400.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 735.00 DOWNSTREAM(FEET) = 685.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 658.00 CHANNEL SLOPE = 0.0760 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.41 FLOW VELOCITY(FEET/SEC) = 4.13 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.65 Tc(MIN.) = 9.95 LONGEST FLOWPATH FROM NODE 402.00 TO NODE 400.00 = 788.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 400.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.579 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 85 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3000 SUBAREA AREA(ACRES) = 5.21 SUBAREA RUNOFF(CFS) = 8.72 TOTAL AREA(ACRES) = 5.4 TOTAL RUNOFF(CFS) = 9.05 TC(MIN.) = 9.95 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 5.4 TC(MIN.) = 9.95 PEAK FLOW RATE(CFS) = 9.05 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Page 23 DEVELOPED CONDITIONS CITY OF POWAY, CALIFORNIATHE FARMDEVELOPED CONDITIONS DRAINAGE MAPLEGEND CITY OF POWAY, CALIFORNIATHE FARMDEVELOPED CONDITIONS DRAINAGE MAPLEGEND 100 YEAR DEVELOPED CONDITIONS HYDROLOGY ANALYSIS Q100 ____________________________________________________________________________ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1239 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * THE FARMS AT STONERIDGE - POWAY, CA * * PROPOSED CONDITION HYDROLOGY * * * ************************************************************************** FILE NAME: H:\AES2010\1390\2019\P2\Q100.DAT TIME/DATE OF STUDY: 10:06 09/23/2019 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 3.300 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 13.0 6.5 0.020/0.020/0.020 0.50 1.50 0.0312 0.125 0.0160 2 15.0 7.5 0.020/0.020/0.020 0.50 1.50 0.0312 0.125 0.0130 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 5.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* +--------------------------------------------------------------------------+ | BEGIN ONSITE 50 SERIES | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 54.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4800 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 81 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 714.00 DOWNSTREAM ELEVATION(FEET) = 712.50 Page 1 Q100 ELEVATION DIFFERENCE(FEET) = 1.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.443 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 75.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.201 SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.45 **************************************************************************** FLOW PROCESS FROM NODE 54.00 TO NODE 56.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 712.50 DOWNSTREAM ELEVATION(FEET) = 690.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.38 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.70 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.90 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.57 STREET FLOW TRAVEL TIME(MIN.) = 2.04 Tc(MIN.) = 10.48 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.394 RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4800 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 81 AREA-AVERAGE RUNOFF COEFFICIENT = 0.480 SUBAREA AREA(ACRES) = 7.64 SUBAREA RUNOFF(CFS) = 19.78 TOTAL AREA(ACRES) = 7.8 PEAK FLOW RATE(CFS) = 20.17 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.80 FLOW VELOCITY(FEET/SEC.) = 5.74 DEPTH*VELOCITY(FT*FT/SEC.) = 2.19 LONGEST FLOWPATH FROM NODE 52.00 TO NODE 56.00 = 700.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 56.00 TO NODE 56.00 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.) = 10.48 RAINFALL INTENSITY(INCH/HR) = 5.39 TOTAL STREAM AREA(ACRES) = 7.79 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.17 **************************************************************************** FLOW PROCESS FROM NODE 65.00 TO NODE 67.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3000 Page 2 Q100 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = 130.50 UPSTREAM ELEVATION(FEET) = 746.00 DOWNSTREAM ELEVATION(FEET) = 740.00 ELEVATION DIFFERENCE(FEET) = 6.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.660 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.101 SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.27 **************************************************************************** FLOW PROCESS FROM NODE 67.00 TO NODE 56.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 740.00 DOWNSTREAM(FEET) = 690.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 394.00 CHANNEL SLOPE = 0.1269 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.27 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.38 Tc(MIN.) = 10.04 LONGEST FLOWPATH FROM NODE 65.00 TO NODE 56.00 = 524.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 67.00 TO NODE 56.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.544 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 85 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3000 SUBAREA AREA(ACRES) = 1.19 SUBAREA RUNOFF(CFS) = 1.98 TOTAL AREA(ACRES) = 1.3 TOTAL RUNOFF(CFS) = 2.23 TC(MIN.) = 10.04 **************************************************************************** FLOW PROCESS FROM NODE 56.00 TO NODE 56.00 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.) = 10.04 RAINFALL INTENSITY(INCH/HR) = 5.54 TOTAL STREAM AREA(ACRES) = 1.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.23 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 20.17 10.48 5.394 7.79 2 2.23 10.04 5.544 1.34 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Page 3 Q100 STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 21.55 10.04 5.544 2 22.34 10.48 5.394 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 22.34 Tc(MIN.) = 10.48 TOTAL AREA(ACRES) = 9.1 LONGEST FLOWPATH FROM NODE 52.00 TO NODE 56.00 = 700.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 56.00 TO NODE 68.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 690.00 DOWNSTREAM(FEET) = 670.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.76 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.34 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 10.65 LONGEST FLOWPATH FROM NODE 52.00 TO NODE 68.00 = 900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 68.00 TO NODE 68.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.65 RAINFALL INTENSITY(INCH/HR) = 5.34 TOTAL STREAM AREA(ACRES) = 9.13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.34 **************************************************************************** FLOW PROCESS FROM NODE 58.00 TO NODE 60.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4800 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 81 INITIAL SUBAREA FLOW-LENGTH(FEET) = 150.00 UPSTREAM ELEVATION(FEET) = 744.50 DOWNSTREAM ELEVATION(FEET) = 734.00 ELEVATION DIFFERENCE(FEET) = 10.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.834 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.871 SUBAREA RUNOFF(CFS) = 0.57 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.57 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 62.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 734.00 DOWNSTREAM ELEVATION(FEET) = 672.00 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 Page 4 Q100 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.87 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.42 AVERAGE FLOW VELOCITY(FEET/SEC.) = 7.41 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.89 STREET FLOW TRAVEL TIME(MIN.) = 1.12 Tc(MIN.) = 6.96 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.025 RESIDENTIAL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5400 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 84 AREA-AVERAGE RUNOFF COEFFICIENT = 0.538 SUBAREA AREA(ACRES) = 3.85 SUBAREA RUNOFF(CFS) = 14.61 TOTAL AREA(ACRES) = 4.0 PEAK FLOW RATE(CFS) = 15.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.76 FLOW VELOCITY(FEET/SEC.) = 8.53 DEPTH*VELOCITY(FT*FT/SEC.) = 2.57 LONGEST FLOWPATH FROM NODE 58.00 TO NODE 62.00 = 650.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 68.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 672.00 DOWNSTREAM(FEET) = 670.00 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.56 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.11 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 6.98 LONGEST FLOWPATH FROM NODE 58.00 TO NODE 68.00 = 675.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 68.00 TO NODE 68.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.98 RAINFALL INTENSITY(INCH/HR) = 7.01 TOTAL STREAM AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.11 **************************************************************************** FLOW PROCESS FROM NODE 64.00 TO NODE 66.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4800 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 81 INITIAL SUBAREA FLOW-LENGTH(FEET) = 150.00 Page 5 Q100 UPSTREAM ELEVATION(FEET) = 690.00 DOWNSTREAM ELEVATION(FEET) = 682.00 ELEVATION DIFFERENCE(FEET) = 8.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.388 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.424 SUBAREA RUNOFF(CFS) = 0.53 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.53 **************************************************************************** FLOW PROCESS FROM NODE 66.00 TO NODE 68.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 682.00 DOWNSTREAM ELEVATION(FEET) = 670.00 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.46 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 3.89 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.57 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.93 STREET FLOW TRAVEL TIME(MIN.) = 0.73 Tc(MIN.) = 7.12 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.924 RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4800 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 81 AREA-AVERAGE RUNOFF COEFFICIENT = 0.480 SUBAREA AREA(ACRES) = 1.16 SUBAREA RUNOFF(CFS) = 3.86 TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 4.35 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.67 FLOW VELOCITY(FEET/SEC.) = 4.95 DEPTH*VELOCITY(FT*FT/SEC.) = 1.19 LONGEST FLOWPATH FROM NODE 64.00 TO NODE 68.00 = 350.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 68.00 TO NODE 68.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 7.12 RAINFALL INTENSITY(INCH/HR) = 6.92 TOTAL STREAM AREA(ACRES) = 1.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.35 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) Page 6 Q100 1 22.34 10.65 5.338 9.13 2 15.11 6.98 7.009 4.00 3 4.35 7.12 6.924 1.31 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 36.40 6.98 7.009 2 36.50 7.12 6.924 3 37.20 10.65 5.338 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 37.20 Tc(MIN.) = 10.65 TOTAL AREA(ACRES) = 14.4 LONGEST FLOWPATH FROM NODE 52.00 TO NODE 68.00 = 900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 68.00 TO NODE 50.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 670.00 DOWNSTREAM(FEET) = 647.40 FLOW LENGTH(FEET) = 125.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 27.68 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 37.20 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 10.73 LONGEST FLOWPATH FROM NODE 52.00 TO NODE 50.00 = 1025.00 FEET. +--------------------------------------------------------------------------+ | THE FOLLOWING CODE 7 IS THE ATTENUATED FLOW FROM BASIN 2 | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 11.00 RAIN INTENSITY(INCH/HOUR) = 5.23 TOTAL AREA(ACRES) = 14.40 TOTAL RUNOFF(CFS) = 6.75 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 646.00 DOWNSTREAM(FEET) = 645.00 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.37 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.75 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 11.09 LONGEST FLOWPATH FROM NODE 52.00 TO NODE 51.00 = 1070.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 1 Page 7 Q100 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.09 RAINFALL INTENSITY(INCH/HR) = 5.20 TOTAL STREAM AREA(ACRES) = 14.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.75 +--------------------------------------------------------------------------+ | THE FOLLOWING CODE 7 IS TAKEN FROM NODE 106 IN EXISTING CONDITIONS | | HYDROLOGY | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.40 RAIN INTENSITY(INCH/HOUR) = 5.42 TOTAL AREA(ACRES) = 34.60 TOTAL RUNOFF(CFS) = 101.20 **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 51.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 710.00 DOWNSTREAM(FEET) = 575.00 FLOW LENGTH(FEET) = 1233.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 29.69 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 101.20 PIPE TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 11.09 LONGEST FLOWPATH FROM NODE 58.00 TO NODE 51.00 = 1908.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 51.00 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.) = 11.09 RAINFALL INTENSITY(INCH/HR) = 5.20 TOTAL STREAM AREA(ACRES) = 34.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 101.20 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.75 11.09 5.201 14.40 2 101.20 11.09 5.201 34.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 107.93 11.09 5.201 2 107.95 11.09 5.201 Page 8 Q100 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 107.95 Tc(MIN.) = 11.09 TOTAL AREA(ACRES) = 49.0 LONGEST FLOWPATH FROM NODE 58.00 TO NODE 51.00 = 1908.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 51.00 TO NODE 100.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 645.00 DOWNSTREAM(FEET) = 575.00 FLOW LENGTH(FEET) = 2840.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.11 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 107.95 PIPE TRAVEL TIME(MIN.) = 2.77 Tc(MIN.) = 13.86 LONGEST FLOWPATH FROM NODE 58.00 TO NODE 100.00 = 4748.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 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.) = 13.86 RAINFALL INTENSITY(INCH/HR) = 4.50 TOTAL STREAM AREA(ACRES) = 49.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 107.95 **************************************************************************** FLOW PROCESS FROM NODE 61.00 TO NODE 63.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4800 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 81 INITIAL SUBAREA FLOW-LENGTH(FEET) = 160.00 UPSTREAM ELEVATION(FEET) = 688.00 DOWNSTREAM ELEVATION(FEET) = 682.00 ELEVATION DIFFERENCE(FEET) = 6.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.070 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 96.88 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.953 SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.50 **************************************************************************** FLOW PROCESS FROM NODE 63.00 TO NODE 100.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 600.00 DOWNSTREAM(FEET) = 575.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 3009.00 CHANNEL SLOPE = 0.0083 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.50 FLOW VELOCITY(FEET/SEC) = 1.37 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 36.68 Tc(MIN.) = 43.75 LONGEST FLOWPATH FROM NODE 61.00 TO NODE 100.00 = 3169.00 FEET. Page 9 Q100 **************************************************************************** FLOW PROCESS FROM NODE 63.00 TO NODE 100.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.146 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 85 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3027 SUBAREA AREA(ACRES) = 9.77 SUBAREA RUNOFF(CFS) = 6.29 TOTAL AREA(ACRES) = 9.9 TOTAL RUNOFF(CFS) = 6.44 TC(MIN.) = 43.75 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 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.) = 43.75 RAINFALL INTENSITY(INCH/HR) = 2.15 TOTAL STREAM AREA(ACRES) = 9.92 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.44 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 107.95 13.86 4.505 49.00 2 6.44 43.75 2.146 9.92 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 109.99 13.86 4.505 2 57.87 43.75 2.146 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 109.99 Tc(MIN.) = 13.86 TOTAL AREA(ACRES) = 58.9 LONGEST FLOWPATH FROM NODE 58.00 TO NODE 100.00 = 4748.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ +--------------------------------------------------------------------------+ | BEGIN ONSITE 100 SERIES | | TRIBUTARY TO COMBO BASIN | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 112.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4800 SOIL CLASSIFICATION IS "C" Page 10 Q100 S.C.S. CURVE NUMBER (AMC II) = 81 INITIAL SUBAREA FLOW-LENGTH(FEET) = 300.00 UPSTREAM ELEVATION(FEET) = 776.00 DOWNSTREAM ELEVATION(FEET) = 760.00 ELEVATION DIFFERENCE(FEET) = 16.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.388 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.424 SUBAREA RUNOFF(CFS) = 0.53 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.53 **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 114.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 760.00 DOWNSTREAM ELEVATION(FEET) = 740.00 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.78 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.28 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.93 STREET FLOW TRAVEL TIME(MIN.) = 1.56 Tc(MIN.) = 7.94 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.450 RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4800 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 81 AREA-AVERAGE RUNOFF COEFFICIENT = 0.480 SUBAREA AREA(ACRES) = 1.45 SUBAREA RUNOFF(CFS) = 4.49 TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 4.95 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.42 FLOW VELOCITY(FEET/SEC.) = 4.67 DEPTH*VELOCITY(FT*FT/SEC.) = 1.19 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 114.00 = 700.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 117.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 736.00 DOWNSTREAM(FEET) = 732.00 FLOW LENGTH(FEET) = 18.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 17.60 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.95 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 7.96 Page 11 Q100 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 117.00 = 718.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 117.00 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.) = 7.96 RAINFALL INTENSITY(INCH/HR) = 6.44 TOTAL STREAM AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.95 **************************************************************************** FLOW PROCESS FROM NODE 116.00 TO NODE 118.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4800 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 81 INITIAL SUBAREA FLOW-LENGTH(FEET) = 325.00 UPSTREAM ELEVATION(FEET) = 774.00 DOWNSTREAM ELEVATION(FEET) = 755.00 ELEVATION DIFFERENCE(FEET) = 19.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.195 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.572 SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.55 **************************************************************************** FLOW PROCESS FROM NODE 118.00 TO NODE 120.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 755.00 DOWNSTREAM ELEVATION(FEET) = 740.00 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.54 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.92 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.52 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.79 STREET FLOW TRAVEL TIME(MIN.) = 2.13 Tc(MIN.) = 8.33 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.257 RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4800 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 81 AREA-AVERAGE RUNOFF COEFFICIENT = 0.480 SUBAREA AREA(ACRES) = 1.32 SUBAREA RUNOFF(CFS) = 3.96 Page 12 Q100 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 4.41 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.70 FLOW VELOCITY(FEET/SEC.) = 3.89 DEPTH*VELOCITY(FT*FT/SEC.) = 1.01 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 120.00 = 775.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 117.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 736.00 DOWNSTREAM(FEET) = 732.00 FLOW LENGTH(FEET) = 10.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 20.94 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.41 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 8.34 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 117.00 = 785.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 117.00 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.) = 8.34 RAINFALL INTENSITY(INCH/HR) = 6.25 TOTAL STREAM AREA(ACRES) = 1.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.41 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.95 7.96 6.441 1.60 2 4.41 8.34 6.253 1.47 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.17 7.96 6.441 2 9.22 8.34 6.253 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.22 Tc(MIN.) = 8.34 TOTAL AREA(ACRES) = 3.1 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 117.00 = 785.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 117.00 TO NODE 127.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 732.00 DOWNSTREAM(FEET) = 672.00 FLOW LENGTH(FEET) = 365.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.89 Page 13 Q100 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.22 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 8.66 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 127.00 = 1150.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 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.) = 8.66 RAINFALL INTENSITY(INCH/HR) = 6.10 TOTAL STREAM AREA(ACRES) = 3.07 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.22 **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 124.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = 0.15 UPSTREAM ELEVATION(FEET) = 779.00 DOWNSTREAM ELEVATION(FEET) = 770.00 ELEVATION DIFFERENCE(FEET) = 9.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 0.259 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.695 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.39 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.39 **************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 126.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 770.00 DOWNSTREAM ELEVATION(FEET) = 675.00 STREET LENGTH(FEET) = 1153.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 23.65 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.63 AVERAGE FLOW VELOCITY(FEET/SEC.) = 8.04 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.88 STREET FLOW TRAVEL TIME(MIN.) = 2.39 Tc(MIN.) = 2.65 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.695 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED(SUBAREA): RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5000 S.C.S. CURVE NUMBER (AMC II) = 85 Page 14 Q100 AREA-AVERAGE RUNOFF COEFFICIENT = 0.497 SUBAREA AREA(ACRES) = 10.70 SUBAREA RUNOFF(CFS) = 46.52 TOTAL AREA(ACRES) = 10.8 PEAK FLOW RATE(CFS) = 46.91 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.00 FLOW VELOCITY(FEET/SEC.) = 9.57 DEPTH*VELOCITY(FT*FT/SEC.) = 4.13 LONGEST FLOWPATH FROM NODE 122.00 TO NODE 126.00 = 1153.15 FEET. **************************************************************************** FLOW PROCESS FROM NODE 126.00 TO NODE 127.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 673.00 DOWNSTREAM(FEET) = 672.00 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.78 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 46.91 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 2.67 LONGEST FLOWPATH FROM NODE 122.00 TO NODE 127.00 = 1178.15 FEET. **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 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.) = 2.67 RAINFALL INTENSITY(INCH/HR) = 8.69 TOTAL STREAM AREA(ACRES) = 10.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 46.91 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.22 8.66 6.102 3.07 2 46.91 2.67 8.695 10.85 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 53.38 2.67 8.695 2 42.14 8.66 6.102 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 53.38 Tc(MIN.) = 2.67 TOTAL AREA(ACRES) = 13.9 LONGEST FLOWPATH FROM NODE 122.00 TO NODE 127.00 = 1178.15 FEET. **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 139.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 672.00 DOWNSTREAM(FEET) = 633.00 FLOW LENGTH(FEET) = 375.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 24.85 Page 15 Q100 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 53.38 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 2.93 LONGEST FLOWPATH FROM NODE 122.00 TO NODE 139.00 = 1553.15 FEET. **************************************************************************** FLOW PROCESS FROM NODE 139.00 TO NODE 139.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 2.93 RAINFALL INTENSITY(INCH/HR) = 8.69 TOTAL STREAM AREA(ACRES) = 13.92 PEAK FLOW RATE(CFS) AT CONFLUENCE = 53.38 **************************************************************************** FLOW PROCESS FROM NODE 128.00 TO NODE 128.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4800 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 81 INITIAL SUBAREA FLOW-LENGTH(FEET) = 250.00 UPSTREAM ELEVATION(FEET) = 675.00 DOWNSTREAM ELEVATION(FEET) = 660.00 ELEVATION DIFFERENCE(FEET) = 15.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.142 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.614 SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.55 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 132.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 660.00 DOWNSTREAM ELEVATION(FEET) = 637.00 STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.55 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.14 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.59 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.14 STREET FLOW TRAVEL TIME(MIN.) = 1.74 Tc(MIN.) = 7.88 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.482 RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4800 SOIL CLASSIFICATION IS "C" Page 16 Q100 S.C.S. CURVE NUMBER (AMC II) = 81 AREA-AVERAGE RUNOFF COEFFICIENT = 0.480 SUBAREA AREA(ACRES) = 2.57 SUBAREA RUNOFF(CFS) = 8.00 TOTAL AREA(ACRES) = 2.7 PEAK FLOW RATE(CFS) = 8.46 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.35 FLOW VELOCITY(FEET/SEC.) = 5.19 DEPTH*VELOCITY(FT*FT/SEC.) = 1.52 LONGEST FLOWPATH FROM NODE 128.00 TO NODE 132.00 = 730.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 132.00 TO NODE 139.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 634.00 DOWNSTREAM(FEET) = 633.00 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.31 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.46 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 7.93 LONGEST FLOWPATH FROM NODE 128.00 TO NODE 139.00 = 760.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 139.00 TO NODE 139.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.93 RAINFALL INTENSITY(INCH/HR) = 6.46 TOTAL STREAM AREA(ACRES) = 2.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.46 **************************************************************************** FLOW PROCESS FROM NODE 134.00 TO NODE 136.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4800 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 81 INITIAL SUBAREA FLOW-LENGTH(FEET) = 265.00 UPSTREAM ELEVATION(FEET) = 675.00 DOWNSTREAM ELEVATION(FEET) = 652.00 ELEVATION DIFFERENCE(FEET) = 23.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.431 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.243 SUBAREA RUNOFF(CFS) = 0.59 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.59 **************************************************************************** FLOW PROCESS FROM NODE 136.00 TO NODE 138.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 652.00 DOWNSTREAM ELEVATION(FEET) = 637.00 STREET LENGTH(FEET) = 375.00 CURB HEIGHT(INCHES) = 6.0 Page 17 Q100 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.64 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.04 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.98 STREET FLOW TRAVEL TIME(MIN.) = 1.55 Tc(MIN.) = 6.98 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.012 RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4800 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 81 AREA-AVERAGE RUNOFF COEFFICIENT = 0.480 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 6.06 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 6.56 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.76 FLOW VELOCITY(FEET/SEC.) = 4.55 DEPTH*VELOCITY(FT*FT/SEC.) = 1.28 LONGEST FLOWPATH FROM NODE 134.00 TO NODE 138.00 = 640.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 138.00 TO NODE 139.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 634.00 DOWNSTREAM(FEET) = 633.00 FLOW LENGTH(FEET) = 10.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.37 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.56 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 6.99 LONGEST FLOWPATH FROM NODE 134.00 TO NODE 139.00 = 650.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 139.00 TO NODE 139.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 6.99 RAINFALL INTENSITY(INCH/HR) = 7.00 TOTAL STREAM AREA(ACRES) = 1.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.56 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 53.38 2.93 8.695 13.92 2 8.46 7.93 6.456 2.72 3 6.56 6.99 7.005 1.95 Page 18 Q100 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 59.25 2.93 8.695 2 57.03 6.99 7.005 3 54.15 7.93 6.456 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 59.25 Tc(MIN.) = 2.93 TOTAL AREA(ACRES) = 18.6 LONGEST FLOWPATH FROM NODE 122.00 TO NODE 139.00 = 1553.15 FEET. **************************************************************************** FLOW PROCESS FROM NODE 139.00 TO NODE 152.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 633.00 DOWNSTREAM(FEET) = 598.00 FLOW LENGTH(FEET) = 550.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.17 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 59.25 PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 3.36 LONGEST FLOWPATH FROM NODE 122.00 TO NODE 152.00 = 2103.15 FEET. **************************************************************************** FLOW PROCESS FROM NODE 152.00 TO NODE 152.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 3.36 RAINFALL INTENSITY(INCH/HR) = 8.69 TOTAL STREAM AREA(ACRES) = 18.59 PEAK FLOW RATE(CFS) AT CONFLUENCE = 59.25 **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 142.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4800 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 81 INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 UPSTREAM ELEVATION(FEET) = 638.00 DOWNSTREAM ELEVATION(FEET) = 636.00 ELEVATION DIFFERENCE(FEET) = 2.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.337 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 70.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.812 SUBAREA RUNOFF(CFS) = 0.42 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.42 **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 146.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< Page 19 Q100 >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 636.00 DOWNSTREAM ELEVATION(FEET) = 602.00 STREET LENGTH(FEET) = 745.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.64 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 6.98 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.66 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.24 STREET FLOW TRAVEL TIME(MIN.) = 2.67 Tc(MIN.) = 12.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.942 RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4800 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 81 AREA-AVERAGE RUNOFF COEFFICIENT = 0.480 SUBAREA AREA(ACRES) = 4.39 SUBAREA RUNOFF(CFS) = 10.41 TOTAL AREA(ACRES) = 4.5 PEAK FLOW RATE(CFS) = 10.77 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.40 FLOW VELOCITY(FEET/SEC.) = 5.37 DEPTH*VELOCITY(FT*FT/SEC.) = 1.69 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 146.00 = 945.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 146.00 TO NODE 152.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 599.00 DOWNSTREAM(FEET) = 598.00 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.73 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.77 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 12.04 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 152.00 = 970.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 152.00 TO NODE 152.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.04 RAINFALL INTENSITY(INCH/HR) = 4.93 TOTAL STREAM AREA(ACRES) = 4.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.77 **************************************************************************** FLOW PROCESS FROM NODE 146.00 TO NODE 148.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 20 Q100 ============================================================================ RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4800 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 81 INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 UPSTREAM ELEVATION(FEET) = 673.00 DOWNSTREAM ELEVATION(FEET) = 670.00 ELEVATION DIFFERENCE(FEET) = 3.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.443 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 75.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.201 SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.45 **************************************************************************** FLOW PROCESS FROM NODE 148.00 TO NODE 150.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 670.00 DOWNSTREAM ELEVATION(FEET) = 602.00 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.57 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 11.13 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.74 STREET FLOW TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 8.83 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.024 RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4800 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 81 AREA-AVERAGE RUNOFF COEFFICIENT = 0.480 SUBAREA AREA(ACRES) = 1.47 SUBAREA RUNOFF(CFS) = 4.25 TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 4.68 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 3.61 FLOW VELOCITY(FEET/SEC.) = 9.43 DEPTH*VELOCITY(FT*FT/SEC.) = 1.87 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 150.00 = 460.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 152.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 599.00 DOWNSTREAM(FEET) = 598.00 FLOW LENGTH(FEET) = 10.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.05 Page 21 Q100 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.68 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 8.85 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 152.00 = 470.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 152.00 TO NODE 152.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.85 RAINFALL INTENSITY(INCH/HR) = 6.02 TOTAL STREAM AREA(ACRES) = 1.62 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.68 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 59.25 3.36 8.695 18.59 2 10.77 12.04 4.933 4.54 3 4.68 8.85 6.018 1.62 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 64.03 3.36 8.695 2 53.61 8.85 6.018 3 48.23 12.04 4.933 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 64.03 Tc(MIN.) = 3.36 TOTAL AREA(ACRES) = 24.8 LONGEST FLOWPATH FROM NODE 122.00 TO NODE 152.00 = 2103.15 FEET. **************************************************************************** FLOW PROCESS FROM NODE 152.00 TO NODE 199.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 598.00 DOWNSTREAM(FEET) = 583.00 FLOW LENGTH(FEET) = 690.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.34 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 64.03 PIPE TRAVEL TIME(MIN.) = 0.80 Tc(MIN.) = 4.16 LONGEST FLOWPATH FROM NODE 122.00 TO NODE 199.00 = 2793.15 FEET. **************************************************************************** FLOW PROCESS FROM NODE 152.00 TO NODE 199.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 156.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4800 Page 22 Q100 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 81 INITIAL SUBAREA FLOW-LENGTH(FEET) = 250.00 UPSTREAM ELEVATION(FEET) = 638.00 DOWNSTREAM ELEVATION(FEET) = 636.00 ELEVATION DIFFERENCE(FEET) = 2.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.466 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 62.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.761 SUBAREA RUNOFF(CFS) = 0.41 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.41 **************************************************************************** FLOW PROCESS FROM NODE 156.00 TO NODE 158.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 636.00 DOWNSTREAM ELEVATION(FEET) = 606.00 STREET LENGTH(FEET) = 950.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.02 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.47 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.20 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.24 STREET FLOW TRAVEL TIME(MIN.) = 3.77 Tc(MIN.) = 13.23 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.641 RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4800 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 81 AREA-AVERAGE RUNOFF COEFFICIENT = 0.480 SUBAREA AREA(ACRES) = 5.88 SUBAREA RUNOFF(CFS) = 13.10 TOTAL AREA(ACRES) = 6.0 PEAK FLOW RATE(CFS) = 13.43 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.22 FLOW VELOCITY(FEET/SEC.) = 4.88 DEPTH*VELOCITY(FT*FT/SEC.) = 1.71 LONGEST FLOWPATH FROM NODE 154.00 TO NODE 158.00 = 1200.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 158.00 TO NODE 164.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 603.00 DOWNSTREAM(FEET) = 597.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.68 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.43 Page 23 Q100 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 13.28 LONGEST FLOWPATH FROM NODE 154.00 TO NODE 164.00 = 1250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 164.00 TO NODE 164.00 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.) = 13.28 RAINFALL INTENSITY(INCH/HR) = 4.63 TOTAL STREAM AREA(ACRES) = 6.03 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.43 **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 162.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4800 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 81 INITIAL SUBAREA FLOW-LENGTH(FEET) = 145.00 UPSTREAM ELEVATION(FEET) = 607.00 DOWNSTREAM ELEVATION(FEET) = 605.00 ELEVATION DIFFERENCE(FEET) = 2.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.612 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 73.79 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.123 SUBAREA RUNOFF(CFS) = 0.44 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.44 **************************************************************************** FLOW PROCESS FROM NODE 162.00 TO NODE 164.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 607.00 DOWNSTREAM ELEVATION(FEET) = 605.00 STREET LENGTH(FEET) = 50.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.13 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 4.08 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.75 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.78 STREET FLOW TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 8.83 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.023 RESIDENTIAL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5400 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 84 AREA-AVERAGE RUNOFF COEFFICIENT = 0.532 Page 24 Q100 SUBAREA AREA(ACRES) = 1.04 SUBAREA RUNOFF(CFS) = 3.38 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 3.82 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 5.95 FLOW VELOCITY(FEET/SEC.) = 4.04 DEPTH*VELOCITY(FT*FT/SEC.) = 0.99 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 164.00 = 195.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 164.00 TO NODE 164.00 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.) = 8.83 RAINFALL INTENSITY(INCH/HR) = 6.02 TOTAL STREAM AREA(ACRES) = 1.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.82 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.43 13.28 4.631 6.03 2 3.82 8.83 6.023 1.19 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 12.75 8.83 6.023 2 16.37 13.28 4.631 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.37 Tc(MIN.) = 13.28 TOTAL AREA(ACRES) = 7.2 LONGEST FLOWPATH FROM NODE 154.00 TO NODE 164.00 = 1250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 164.00 TO NODE 172.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 597.00 DOWNSTREAM(FEET) = 593.00 FLOW LENGTH(FEET) = 270.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.80 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.37 PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 13.79 LONGEST FLOWPATH FROM NODE 154.00 TO NODE 172.00 = 1520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 172.00 TO NODE 172.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.79 RAINFALL INTENSITY(INCH/HR) = 4.52 TOTAL STREAM AREA(ACRES) = 7.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.37 Page 25 Q100 **************************************************************************** FLOW PROCESS FROM NODE 166.00 TO NODE 168.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4800 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 81 INITIAL SUBAREA FLOW-LENGTH(FEET) = 165.00 UPSTREAM ELEVATION(FEET) = 609.00 DOWNSTREAM ELEVATION(FEET) = 606.00 ELEVATION DIFFERENCE(FEET) = 3.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.085 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 78.18 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.377 SUBAREA RUNOFF(CFS) = 0.46 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.46 **************************************************************************** FLOW PROCESS FROM NODE 168.00 TO NODE 170.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 606.00 DOWNSTREAM ELEVATION(FEET) = 600.00 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.52 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 3.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.90 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.59 STREET FLOW TRAVEL TIME(MIN.) = 1.44 Tc(MIN.) = 9.52 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.738 RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4800 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 81 AREA-AVERAGE RUNOFF COEFFICIENT = 0.480 SUBAREA AREA(ACRES) = 0.77 SUBAREA RUNOFF(CFS) = 2.12 TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = 2.53 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.39 FLOW VELOCITY(FEET/SEC.) = 3.10 DEPTH*VELOCITY(FT*FT/SEC.) = 0.73 LONGEST FLOWPATH FROM NODE 166.00 TO NODE 170.00 = 415.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 172.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ Page 26 Q100 ELEVATION DATA: UPSTREAM(FEET) = 597.00 DOWNSTREAM(FEET) = 593.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.16 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.53 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 10.07 LONGEST FLOWPATH FROM NODE 166.00 TO NODE 172.00 = 615.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 172.00 TO NODE 172.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.07 RAINFALL INTENSITY(INCH/HR) = 5.54 TOTAL STREAM AREA(ACRES) = 0.92 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.53 **************************************************************************** FLOW PROCESS FROM NODE 174.00 TO NODE 176.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4800 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 81 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 604.00 DOWNSTREAM ELEVATION(FEET) = 602.00 ELEVATION DIFFERENCE(FEET) = 2.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.923 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 80.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.461 SUBAREA RUNOFF(CFS) = 0.47 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.47 **************************************************************************** FLOW PROCESS FROM NODE 176.00 TO NODE 178.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 602.00 DOWNSTREAM ELEVATION(FEET) = 598.00 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.45 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.58 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.86 Page 27 Q100 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.68 STREET FLOW TRAVEL TIME(MIN.) = 1.17 Tc(MIN.) = 9.09 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.913 RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4800 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 81 AREA-AVERAGE RUNOFF COEFFICIENT = 0.480 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.97 TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 4.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.59 FLOW VELOCITY(FEET/SEC.) = 3.17 DEPTH*VELOCITY(FT*FT/SEC.) = 0.88 LONGEST FLOWPATH FROM NODE 174.00 TO NODE 178.00 = 300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 178.00 TO NODE 172.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 595.00 DOWNSTREAM(FEET) = 593.00 FLOW LENGTH(FEET) = 10.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.36 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.40 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 9.10 LONGEST FLOWPATH FROM NODE 174.00 TO NODE 172.00 = 310.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 172.00 TO NODE 172.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.10 RAINFALL INTENSITY(INCH/HR) = 5.91 TOTAL STREAM AREA(ACRES) = 1.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.40 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 16.37 13.79 4.520 7.22 2 2.53 10.07 5.537 0.92 3 4.40 9.10 5.909 1.55 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 19.21 9.10 5.909 2 20.02 10.07 5.537 3 21.80 13.79 4.520 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.80 Tc(MIN.) = 13.79 TOTAL AREA(ACRES) = 9.7 LONGEST FLOWPATH FROM NODE 154.00 TO NODE 172.00 = 1520.00 FEET. **************************************************************************** Page 28 Q100 FLOW PROCESS FROM NODE 172.00 TO NODE 180.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 593.00 DOWNSTREAM(FEET) = 592.00 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.48 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.80 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 13.85 LONGEST FLOWPATH FROM NODE 154.00 TO NODE 180.00 = 1560.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 199.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 591.00 DOWNSTREAM(FEET) = 583.00 FLOW LENGTH(FEET) = 930.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.78 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.80 PIPE TRAVEL TIME(MIN.) = 1.99 Tc(MIN.) = 15.84 LONGEST FLOWPATH FROM NODE 154.00 TO NODE 199.00 = 2490.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 199.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 182.00 TO NODE 184.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4800 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 81 INITIAL SUBAREA FLOW-LENGTH(FEET) = 150.00 UPSTREAM ELEVATION(FEET) = 602.00 DOWNSTREAM ELEVATION(FEET) = 600.00 ELEVATION DIFFERENCE(FEET) = 2.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.683 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 73.33 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.090 SUBAREA RUNOFF(CFS) = 0.44 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.44 **************************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 190.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 600.00 DOWNSTREAM ELEVATION(FEET) = 593.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50 Page 29 Q100 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.95 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.89 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.33 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.88 STREET FLOW TRAVEL TIME(MIN.) = 1.50 Tc(MIN.) = 10.18 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.495 RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4800 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 81 AREA-AVERAGE RUNOFF COEFFICIENT = 0.480 SUBAREA AREA(ACRES) = 2.66 SUBAREA RUNOFF(CFS) = 7.02 TOTAL AREA(ACRES) = 2.8 PEAK FLOW RATE(CFS) = 7.41 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.29 FLOW VELOCITY(FEET/SEC.) = 3.78 DEPTH*VELOCITY(FT*FT/SEC.) = 1.18 LONGEST FLOWPATH FROM NODE 182.00 TO NODE 190.00 = 450.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 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.) = 10.18 RAINFALL INTENSITY(INCH/HR) = 5.49 TOTAL STREAM AREA(ACRES) = 2.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.41 **************************************************************************** FLOW PROCESS FROM NODE 186.00 TO NODE 188.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4800 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 81 INITIAL SUBAREA FLOW-LENGTH(FEET) = 150.00 UPSTREAM ELEVATION(FEET) = 602.00 DOWNSTREAM ELEVATION(FEET) = 600.00 ELEVATION DIFFERENCE(FEET) = 2.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.683 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 73.33 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.090 SUBAREA RUNOFF(CFS) = 0.44 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.44 **************************************************************************** FLOW PROCESS FROM NODE 188.00 TO NODE 190.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ Page 30 Q100 UPSTREAM ELEVATION(FEET) = 600.00 DOWNSTREAM ELEVATION(FEET) = 593.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.83 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.30 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.87 STREET FLOW TRAVEL TIME(MIN.) = 1.51 Tc(MIN.) = 10.20 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.491 RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4800 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 81 AREA-AVERAGE RUNOFF COEFFICIENT = 0.480 SUBAREA AREA(ACRES) = 2.57 SUBAREA RUNOFF(CFS) = 6.77 TOTAL AREA(ACRES) = 2.7 PEAK FLOW RATE(CFS) = 7.17 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.11 FLOW VELOCITY(FEET/SEC.) = 3.78 DEPTH*VELOCITY(FT*FT/SEC.) = 1.17 LONGEST FLOWPATH FROM NODE 186.00 TO NODE 190.00 = 450.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 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.) = 10.20 RAINFALL INTENSITY(INCH/HR) = 5.49 TOTAL STREAM AREA(ACRES) = 2.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.17 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.41 10.18 5.495 2.81 2 7.17 10.20 5.491 2.72 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 14.57 10.18 5.495 2 14.57 10.20 5.491 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.57 Tc(MIN.) = 10.20 TOTAL AREA(ACRES) = 5.5 LONGEST FLOWPATH FROM NODE 182.00 TO NODE 190.00 = 450.00 FEET. **************************************************************************** Page 31 Q100 FLOW PROCESS FROM NODE 190.00 TO NODE 199.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 14.57 10.20 5.491 5.53 LONGEST FLOWPATH FROM NODE 182.00 TO NODE 199.00 = 450.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 21.80 15.84 4.133 9.69 LONGEST FLOWPATH FROM NODE 154.00 TO NODE 199.00 = 2490.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 28.61 10.20 5.491 2 32.77 15.84 4.133 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 32.77 Tc(MIN.) = 15.84 TOTAL AREA(ACRES) = 15.2 **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 199.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 199.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 194.00 TO NODE 196.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4800 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 81 INITIAL SUBAREA FLOW-LENGTH(FEET) = 150.00 UPSTREAM ELEVATION(FEET) = 602.00 DOWNSTREAM ELEVATION(FEET) = 600.00 ELEVATION DIFFERENCE(FEET) = 2.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.683 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 73.33 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.090 SUBAREA RUNOFF(CFS) = 0.44 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.44 **************************************************************************** FLOW PROCESS FROM NODE 196.00 TO NODE 198.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 600.00 DOWNSTREAM ELEVATION(FEET) = 593.00 Page 32 Q100 STREET LENGTH(FEET) = 326.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.49 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.61 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.14 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.81 STREET FLOW TRAVEL TIME(MIN.) = 1.73 Tc(MIN.) = 10.41 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.417 RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4800 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 81 AREA-AVERAGE RUNOFF COEFFICIENT = 0.480 SUBAREA AREA(ACRES) = 2.34 SUBAREA RUNOFF(CFS) = 6.08 TOTAL AREA(ACRES) = 2.5 PEAK FLOW RATE(CFS) = 6.47 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.88 FLOW VELOCITY(FEET/SEC.) = 3.57 DEPTH*VELOCITY(FT*FT/SEC.) = 1.09 LONGEST FLOWPATH FROM NODE 194.00 TO NODE 198.00 = 476.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 198.00 TO NODE 198.00 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.) = 10.41 RAINFALL INTENSITY(INCH/HR) = 5.42 TOTAL STREAM AREA(ACRES) = 2.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.47 **************************************************************************** FLOW PROCESS FROM NODE 192.00 TO NODE 198.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 601.00 DOWNSTREAM ELEVATION(FEET) = 593.00 STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.91 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.34 Page 33 Q100 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.91 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.97 STREET FLOW TRAVEL TIME(MIN.) = 3.72 Tc(MIN.) = 14.14 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.448 RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4800 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 81 AREA-AVERAGE RUNOFF COEFFICIENT = 0.480 SUBAREA AREA(ACRES) = 0.41 SUBAREA RUNOFF(CFS) = 0.88 TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = 6.47 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.05 FLOW VELOCITY(FEET/SEC.) = 2.87 DEPTH*VELOCITY(FT*FT/SEC.) = 0.94 LONGEST FLOWPATH FROM NODE 186.00 TO NODE 198.00 = 1100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 198.00 TO NODE 198.00 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.) = 14.14 RAINFALL INTENSITY(INCH/HR) = 4.45 TOTAL STREAM AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.47 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.47 10.41 5.417 2.49 2 6.47 14.14 4.448 2.90 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.24 10.41 5.417 2 11.79 14.14 4.448 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.79 Tc(MIN.) = 14.14 TOTAL AREA(ACRES) = 5.4 LONGEST FLOWPATH FROM NODE 186.00 TO NODE 198.00 = 1100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 198.00 TO NODE 199.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.79 14.14 4.448 5.39 LONGEST FLOWPATH FROM NODE 186.00 TO NODE 199.00 = 1100.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 32.77 15.84 4.133 15.22 LONGEST FLOWPATH FROM NODE 154.00 TO NODE 199.00 = 2490.00 FEET. Page 34 Q100 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 41.04 14.14 4.448 2 43.73 15.84 4.133 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 43.73 Tc(MIN.) = 15.84 TOTAL AREA(ACRES) = 20.6 **************************************************************************** FLOW PROCESS FROM NODE 198.00 TO NODE 199.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 199.00 TO NODE 199.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 43.73 15.84 4.133 20.61 LONGEST FLOWPATH FROM NODE 154.00 TO NODE 199.00 = 2490.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 64.03 4.16 8.695 24.75 LONGEST FLOWPATH FROM NODE 122.00 TO NODE 199.00 = 2793.15 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 75.52 4.16 8.695 2 74.17 15.84 4.133 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 75.52 Tc(MIN.) = 4.16 TOTAL AREA(ACRES) = 45.4 **************************************************************************** FLOW PROCESS FROM NODE 199.00 TO NODE 199.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 3 <<<<< ============================================================================ +--------------------------------------------------------------------------+ | THE FOLLOWING CODE 7 IS THE ATTENUATED FLOW FROM COMBO BASIN 1 | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 199.00 TO NODE 199.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 5.00 RAIN INTENSITY(INCH/HOUR) = 8.69 TOTAL AREA(ACRES) = 45.40 TOTAL RUNOFF(CFS) = 14.36 **************************************************************************** FLOW PROCESS FROM NODE 199.00 TO NODE 119.00 IS CODE = 31 Page 35 Q100 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 580.00 DOWNSTREAM(FEET) = 579.00 FLOW LENGTH(FEET) = 58.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.14 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.36 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 5.11 LONGEST FLOWPATH FROM NODE 122.00 TO NODE 119.00 = 2851.15 FEET. **************************************************************************** FLOW PROCESS FROM NODE 119.00 TO NODE 119.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ +--------------------------------------------------------------------------+ | BEGIN FLOWS FROM AGRI-AMMENITIES AND TRAIL | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 115.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = 168.00 UPSTREAM ELEVATION(FEET) = 760.00 DOWNSTREAM ELEVATION(FEET) = 748.00 ELEVATION DIFFERENCE(FEET) = 12.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.478 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.707 SUBAREA RUNOFF(CFS) = 0.30 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.30 **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 127.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 748.00 DOWNSTREAM(FEET) = 598.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2361.00 CHANNEL SLOPE = 0.0635 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.30 FLOW VELOCITY(FEET/SEC) = 3.78 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 10.41 Tc(MIN.) = 17.89 LONGEST FLOWPATH FROM NODE 113.00 TO NODE 127.00 = 2529.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 127.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.821 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3000 Page 36 Q100 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 85 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3000 SUBAREA AREA(ACRES) = 9.20 SUBAREA RUNOFF(CFS) = 10.55 TOTAL AREA(ACRES) = 9.3 TOTAL RUNOFF(CFS) = 10.72 TC(MIN.) = 17.89 **************************************************************************** FLOW PROCESS FROM NODE 117.00 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.) = 17.89 RAINFALL INTENSITY(INCH/HR) = 3.82 TOTAL STREAM AREA(ACRES) = 9.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.72 +--------------------------------------------------------------------------+ | THE FOLLOWING CODE 7 IS TAKEN FROM NODE 127 IN EXISTING CONDITIONS | | HYDROLOGY. | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 11.24 RAIN INTENSITY(INCH/HOUR) = 5.16 TOTAL AREA(ACRES) = 46.00 TOTAL RUNOFF(CFS) = 128.04 **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 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.) = 11.24 RAINFALL INTENSITY(INCH/HR) = 5.16 TOTAL STREAM AREA(ACRES) = 46.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 128.04 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.72 17.89 3.821 9.35 2 128.04 11.24 5.156 46.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 134.78 11.24 5.156 2 105.61 17.89 3.821 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 134.78 Tc(MIN.) = 11.24 TOTAL AREA(ACRES) = 55.3 LONGEST FLOWPATH FROM NODE 113.00 TO NODE 127.00 = 2529.00 FEET. Page 37 Q100 **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 119.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 598.00 DOWNSTREAM(FEET) = 579.00 FLOW LENGTH(FEET) = 610.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.48 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 134.78 PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 11.76 LONGEST FLOWPATH FROM NODE 113.00 TO NODE 119.00 = 3139.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 119.00 TO NODE 119.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 134.78 11.76 5.008 55.35 LONGEST FLOWPATH FROM NODE 113.00 TO NODE 119.00 = 3139.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 14.36 5.11 8.578 45.40 LONGEST FLOWPATH FROM NODE 122.00 TO NODE 119.00 = 2851.15 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 72.87 5.11 8.578 2 143.16 11.76 5.008 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 143.16 Tc(MIN.) = 11.76 TOTAL AREA(ACRES) = 100.8 **************************************************************************** FLOW PROCESS FROM NODE 119.00 TO NODE 119.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 119.00 TO NODE 100.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 579.00 DOWNSTREAM(FEET) = 575.00 FLOW LENGTH(FEET) = 457.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.33 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 143.16 PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 12.38 LONGEST FLOWPATH FROM NODE 113.00 TO NODE 100.00 = 3596.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 11 ---------------------------------------------------------------------------- Page 38 Q100 >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 143.16 12.38 4.845 100.75 LONGEST FLOWPATH FROM NODE 113.00 TO NODE 100.00 = 3596.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 109.99 13.86 4.505 58.92 LONGEST FLOWPATH FROM NODE 58.00 TO NODE 100.00 = 4748.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 241.41 12.38 4.845 2 243.10 13.86 4.505 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 243.10 Tc(MIN.) = 13.86 TOTAL AREA(ACRES) = 159.7 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<< ============================================================================ +--------------------------------------------------------------------------+ | BEGIN 200 SERIES ONSITE | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 204.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4200 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 79 INITIAL SUBAREA FLOW-LENGTH(FEET) = 275.00 UPSTREAM ELEVATION(FEET) = 776.00 DOWNSTREAM ELEVATION(FEET) = 750.00 ELEVATION DIFFERENCE(FEET) = 26.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.789 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.911 SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.50 **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 206.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 750.00 DOWNSTREAM ELEVATION(FEET) = 718.00 STREET LENGTH(FEET) = 540.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 Page 39 Q100 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.76 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.61 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.19 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.34 STREET FLOW TRAVEL TIME(MIN.) = 1.73 Tc(MIN.) = 7.52 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.681 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4200 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 79 AREA-AVERAGE RUNOFF COEFFICIENT = 0.420 SUBAREA AREA(ACRES) = 3.74 SUBAREA RUNOFF(CFS) = 10.49 TOTAL AREA(ACRES) = 3.9 PEAK FLOW RATE(CFS) = 10.92 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.94 FLOW VELOCITY(FEET/SEC.) = 5.95 DEPTH*VELOCITY(FT*FT/SEC.) = 1.82 LONGEST FLOWPATH FROM NODE 202.00 TO NODE 206.00 = 815.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 214.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 714.00 DOWNSTREAM(FEET) = 710.00 FLOW LENGTH(FEET) = 29.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.58 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.92 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.55 LONGEST FLOWPATH FROM NODE 202.00 TO NODE 214.00 = 844.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 214.00 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.) = 7.55 RAINFALL INTENSITY(INCH/HR) = 6.67 TOTAL STREAM AREA(ACRES) = 3.89 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.92 **************************************************************************** FLOW PROCESS FROM NODE 209.00 TO NODE 211.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4200 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 79 INITIAL SUBAREA FLOW-LENGTH(FEET) = 275.00 Page 40 Q100 UPSTREAM ELEVATION(FEET) = 776.00 DOWNSTREAM ELEVATION(FEET) = 750.00 ELEVATION DIFFERENCE(FEET) = 26.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.789 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.911 SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.50 **************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 213.10 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 750.00 DOWNSTREAM ELEVATION(FEET) = 718.00 STREET LENGTH(FEET) = 560.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.57 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 4.17 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.40 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.92 STREET FLOW TRAVEL TIME(MIN.) = 2.12 Tc(MIN.) = 7.91 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.469 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4200 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 79 AREA-AVERAGE RUNOFF COEFFICIENT = 0.420 SUBAREA AREA(ACRES) = 1.52 SUBAREA RUNOFF(CFS) = 4.13 TOTAL AREA(ACRES) = 1.7 PEAK FLOW RATE(CFS) = 4.54 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.86 FLOW VELOCITY(FEET/SEC.) = 4.92 DEPTH*VELOCITY(FT*FT/SEC.) = 1.20 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 213.10 = 835.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 213.10 TO NODE 214.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 714.00 DOWNSTREAM(FEET) = 710.00 FLOW LENGTH(FEET) = 5.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 26.92 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.54 PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 7.91 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 214.00 = 840.00 FEET. Page 41 Q100 **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 214.00 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.) = 7.91 RAINFALL INTENSITY(INCH/HR) = 6.47 TOTAL STREAM AREA(ACRES) = 1.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.54 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.92 7.55 6.666 3.89 2 4.54 7.91 6.467 1.67 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 15.24 7.55 6.666 2 15.13 7.91 6.467 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.24 Tc(MIN.) = 7.55 TOTAL AREA(ACRES) = 5.6 LONGEST FLOWPATH FROM NODE 202.00 TO NODE 214.00 = 844.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 214.10 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 710.00 DOWNSTREAM(FEET) = 706.00 FLOW LENGTH(FEET) = 153.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.63 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.24 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 7.79 LONGEST FLOWPATH FROM NODE 202.00 TO NODE 214.10 = 997.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.10 TO NODE 214.10 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.) = 7.79 RAINFALL INTENSITY(INCH/HR) = 6.53 TOTAL STREAM AREA(ACRES) = 5.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.24 **************************************************************************** FLOW PROCESS FROM NODE 222.00 TO NODE 224.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4200 SOIL CLASSIFICATION IS "C" Page 42 Q100 S.C.S. CURVE NUMBER (AMC II) = 79 INITIAL SUBAREA FLOW-LENGTH(FEET) = 215.00 UPSTREAM ELEVATION(FEET) = 750.00 DOWNSTREAM ELEVATION(FEET) = 725.00 ELEVATION DIFFERENCE(FEET) = 25.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.682 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.007 SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.50 **************************************************************************** FLOW PROCESS FROM NODE 224.00 TO NODE 226.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 725.00 DOWNSTREAM ELEVATION(FEET) = 694.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.09 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.83 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.40 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.98 STREET FLOW TRAVEL TIME(MIN.) = 2.27 Tc(MIN.) = 7.96 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.444 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4200 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 79 AREA-AVERAGE RUNOFF COEFFICIENT = 0.420 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 5.14 TOTAL AREA(ACRES) = 2.0 PEAK FLOW RATE(CFS) = 5.55 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.70 FLOW VELOCITY(FEET/SEC.) = 4.89 DEPTH*VELOCITY(FT*FT/SEC.) = 1.27 LONGEST FLOWPATH FROM NODE 222.00 TO NODE 226.00 = 815.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 226.00 TO NODE 214.10 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 707.00 DOWNSTREAM(FEET) = 706.00 FLOW LENGTH(FEET) = 18.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.09 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.55 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.98 Page 43 Q100 LONGEST FLOWPATH FROM NODE 222.00 TO NODE 214.10 = 833.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.10 TO NODE 214.10 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.) = 7.98 RAINFALL INTENSITY(INCH/HR) = 6.43 TOTAL STREAM AREA(ACRES) = 2.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.55 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 15.24 7.79 6.533 5.56 2 5.55 7.98 6.430 2.05 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 20.66 7.79 6.533 2 20.55 7.98 6.430 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.66 Tc(MIN.) = 7.79 TOTAL AREA(ACRES) = 7.6 LONGEST FLOWPATH FROM NODE 202.00 TO NODE 214.10 = 997.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.10 TO NODE 220.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 706.00 DOWNSTREAM(FEET) = 704.00 FLOW LENGTH(FEET) = 12.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 23.59 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.66 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 7.80 LONGEST FLOWPATH FROM NODE 202.00 TO NODE 220.00 = 1009.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 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.) = 7.80 RAINFALL INTENSITY(INCH/HR) = 6.53 TOTAL STREAM AREA(ACRES) = 7.61 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.66 **************************************************************************** FLOW PROCESS FROM NODE 216.00 TO NODE 218.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 44 Q100 ============================================================================ RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4200 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 79 INITIAL SUBAREA FLOW-LENGTH(FEET) = 250.00 UPSTREAM ELEVATION(FEET) = 750.00 DOWNSTREAM ELEVATION(FEET) = 727.00 ELEVATION DIFFERENCE(FEET) = 23.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.842 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.864 SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.50 **************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 220.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 727.00 DOWNSTREAM ELEVATION(FEET) = 706.00 STREET LENGTH(FEET) = 610.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.34 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.12 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.30 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.24 STREET FLOW TRAVEL TIME(MIN.) = 2.36 Tc(MIN.) = 8.20 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.317 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4200 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 79 AREA-AVERAGE RUNOFF COEFFICIENT = 0.420 SUBAREA AREA(ACRES) = 2.13 SUBAREA RUNOFF(CFS) = 5.65 TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 6.05 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.52 FLOW VELOCITY(FEET/SEC.) = 4.94 DEPTH*VELOCITY(FT*FT/SEC.) = 1.66 LONGEST FLOWPATH FROM NODE 216.00 TO NODE 220.00 = 860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 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.) = 8.20 RAINFALL INTENSITY(INCH/HR) = 6.32 TOTAL STREAM AREA(ACRES) = 2.28 Page 45 Q100 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.05 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 20.66 7.80 6.528 7.61 2 6.05 8.20 6.317 2.28 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 26.41 7.80 6.528 2 26.04 8.20 6.317 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 26.41 Tc(MIN.) = 7.80 TOTAL AREA(ACRES) = 9.9 LONGEST FLOWPATH FROM NODE 202.00 TO NODE 220.00 = 1009.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 201.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 704.00 DOWNSTREAM(FEET) = 675.00 FLOW LENGTH(FEET) = 262.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.29 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.41 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 8.00 LONGEST FLOWPATH FROM NODE 202.00 TO NODE 201.00 = 1271.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 201.00 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.) = 8.00 RAINFALL INTENSITY(INCH/HR) = 6.42 TOTAL STREAM AREA(ACRES) = 9.89 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.41 **************************************************************************** FLOW PROCESS FROM NODE 221.00 TO NODE 223.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = 106.00 UPSTREAM ELEVATION(FEET) = 719.00 DOWNSTREAM ELEVATION(FEET) = 718.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 12.084 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 67.74 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.921 Page 46 Q100 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.22 **************************************************************************** FLOW PROCESS FROM NODE 223.00 TO NODE 220.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 718.00 DOWNSTREAM(FEET) = 675.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 394.00 CHANNEL SLOPE = 0.1091 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.22 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.38 Tc(MIN.) = 13.47 LONGEST FLOWPATH FROM NODE 221.00 TO NODE 220.00 = 500.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 223.00 TO NODE 200.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.589 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 85 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3000 SUBAREA AREA(ACRES) = 2.45 SUBAREA RUNOFF(CFS) = 3.37 TOTAL AREA(ACRES) = 2.6 TOTAL RUNOFF(CFS) = 3.58 TC(MIN.) = 13.47 **************************************************************************** FLOW PROCESS FROM NODE 223.00 TO NODE 201.00 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.) = 13.47 RAINFALL INTENSITY(INCH/HR) = 4.59 TOTAL STREAM AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.58 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 26.41 8.00 6.420 9.89 2 3.58 13.47 4.589 2.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 28.53 8.00 6.420 2 22.45 13.47 4.589 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 28.53 Tc(MIN.) = 8.00 TOTAL AREA(ACRES) = 12.5 LONGEST FLOWPATH FROM NODE 202.00 TO NODE 201.00 = 1271.00 FEET. +--------------------------------------------------------------------------+ | THE FOLLOWING CODE 7 IS THE ATTENUATED FLOW PROVIDED BY BASIN 3 | Page 47 Q100 | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 201.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.00 RAIN INTENSITY(INCH/HOUR) = 6.42 TOTAL AREA(ACRES) = 12.50 TOTAL RUNOFF(CFS) = 15.63 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 208.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 680.00 DOWNSTREAM(FEET) = 663.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 106.00 CHANNEL SLOPE = 0.1604 NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 15.63 FLOW VELOCITY(FEET/SEC) = 8.87 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 8.20 LONGEST FLOWPATH FROM NODE 202.00 TO NODE 208.00 = 1377.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 208.00 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.) = 8.20 RAINFALL INTENSITY(INCH/HR) = 6.32 TOTAL STREAM AREA(ACRES) = 12.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.63 +--------------------------------------------------------------------------+ | BEGIN FLOWS FROM VILLAMOURA DRIVE | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 207.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4200 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 79 INITIAL SUBAREA FLOW-LENGTH(FEET) = 129.00 UPSTREAM ELEVATION(FEET) = 680.00 DOWNSTREAM ELEVATION(FEET) = 675.80 ELEVATION DIFFERENCE(FEET) = 4.20 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.259 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.290 SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.40 **************************************************************************** Page 48 Q100 FLOW PROCESS FROM NODE 207.00 TO NODE 208.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 675.00 DOWNSTREAM ELEVATION(FEET) = 663.00 STREET LENGTH(FEET) = 181.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.50 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 3.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.77 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.96 STREET FLOW TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 8.89 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.998 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4200 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 79 AREA-AVERAGE RUNOFF COEFFICIENT = 0.420 SUBAREA AREA(ACRES) = 1.67 SUBAREA RUNOFF(CFS) = 4.21 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 4.58 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.67 FLOW VELOCITY(FEET/SEC.) = 5.21 DEPTH*VELOCITY(FT*FT/SEC.) = 1.25 LONGEST FLOWPATH FROM NODE 205.00 TO NODE 208.00 = 310.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 208.00 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.) = 8.89 RAINFALL INTENSITY(INCH/HR) = 6.00 TOTAL STREAM AREA(ACRES) = 1.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.58 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 15.63 8.20 6.320 12.50 2 4.58 8.89 5.998 1.82 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 19.86 8.20 6.320 2 19.42 8.89 5.998 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: Page 49 Q100 PEAK FLOW RATE(CFS) = 19.86 Tc(MIN.) = 8.20 TOTAL AREA(ACRES) = 14.3 LONGEST FLOWPATH FROM NODE 202.00 TO NODE 208.00 = 1377.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 200.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 663.00 DOWNSTREAM ELEVATION(FEET) = 647.00 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 30.45 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.86 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.85 STREET FLOW TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 9.05 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.930 RESIDENTIAL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5400 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 84 AREA-AVERAGE RUNOFF COEFFICIENT = 0.324 SUBAREA AREA(ACRES) = 6.64 SUBAREA RUNOFF(CFS) = 21.26 TOTAL AREA(ACRES) = 21.0 PEAK FLOW RATE(CFS) = 40.23 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 15.00 FLOW VELOCITY(FEET/SEC.) = 7.53 DEPTH*VELOCITY(FT*FT/SEC.) = 3.36 LONGEST FLOWPATH FROM NODE 202.00 TO NODE 200.00 = 1727.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 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.) = 9.05 RAINFALL INTENSITY(INCH/HR) = 5.93 TOTAL STREAM AREA(ACRES) = 20.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 40.23 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 212.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5400 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 190.00 UPSTREAM ELEVATION(FEET) = 745.00 DOWNSTREAM ELEVATION(FEET) = 735.00 ELEVATION DIFFERENCE(FEET) = 10.00 Page 50 Q100 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.795 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.905 SUBAREA RUNOFF(CFS) = 0.68 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.68 **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 200.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 735.00 DOWNSTREAM ELEVATION(FEET) = 646.00 STREET LENGTH(FEET) = 800.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 33.23 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.57 AVERAGE FLOW VELOCITY(FEET/SEC.) = 9.79 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.70 STREET FLOW TRAVEL TIME(MIN.) = 1.36 Tc(MIN.) = 7.16 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.899 RESIDENTIAL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5400 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 84 AREA-AVERAGE RUNOFF COEFFICIENT = 0.540 SUBAREA AREA(ACRES) = 17.40 SUBAREA RUNOFF(CFS) = 64.82 TOTAL AREA(ACRES) = 17.6 PEAK FLOW RATE(CFS) = 65.42 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 15.00 FLOW VELOCITY(FEET/SEC.) = 12.00 DEPTH*VELOCITY(FT*FT/SEC.) = 5.40 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 200.00 = 990.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 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.) = 7.16 RAINFALL INTENSITY(INCH/HR) = 6.90 TOTAL STREAM AREA(ACRES) = 17.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 65.42 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 40.23 9.05 5.930 20.96 2 65.42 7.16 6.899 17.56 Page 51 Q100 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 100.00 7.16 6.899 2 96.46 9.05 5.930 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 100.00 Tc(MIN.) = 7.16 TOTAL AREA(ACRES) = 38.5 LONGEST FLOWPATH FROM NODE 202.00 TO NODE 200.00 = 1727.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ +--------------------------------------------------------------------------+ | BEGIN 300 SERIES ONSITE | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 304.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4200 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 79 INITIAL SUBAREA FLOW-LENGTH(FEET) = 350.00 UPSTREAM ELEVATION(FEET) = 700.00 DOWNSTREAM ELEVATION(FEET) = 695.00 ELEVATION DIFFERENCE(FEET) = 5.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 9.501 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 76.43 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.747 SUBAREA RUNOFF(CFS) = 0.36 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.36 **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 306.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 695.00 DOWNSTREAM ELEVATION(FEET) = 670.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.05 Page 52 Q100 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.44 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.69 STREET FLOW TRAVEL TIME(MIN.) = 2.25 Tc(MIN.) = 11.75 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.010 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4200 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 79 AREA-AVERAGE RUNOFF COEFFICIENT = 0.420 SUBAREA AREA(ACRES) = 0.65 SUBAREA RUNOFF(CFS) = 1.37 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 1.68 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.19 HALFSTREET FLOOD WIDTH(FEET) = 3.23 FLOW VELOCITY(FEET/SEC.) = 3.78 DEPTH*VELOCITY(FT*FT/SEC.) = 0.72 LONGEST FLOWPATH FROM NODE 302.00 TO NODE 306.00 = 950.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 301.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 666.00 DOWNSTREAM(FEET) = 662.00 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.38 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.68 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 11.87 LONGEST FLOWPATH FROM NODE 302.00 TO NODE 301.00 = 1010.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 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.) = 11.87 RAINFALL INTENSITY(INCH/HR) = 4.98 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.68 **************************************************************************** FLOW PROCESS FROM NODE 308.00 TO NODE 310.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4200 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 79 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 713.00 DOWNSTREAM ELEVATION(FEET) = 695.00 ELEVATION DIFFERENCE(FEET) = 18.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.682 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.007 SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.50 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 312.00 IS CODE = 62 Page 53 Q100 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 695.00 DOWNSTREAM ELEVATION(FEET) = 666.00 STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.73 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.64 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.04 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.51 STREET FLOW TRAVEL TIME(MIN.) = 2.15 Tc(MIN.) = 7.83 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.511 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4200 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 79 AREA-AVERAGE RUNOFF COEFFICIENT = 0.420 SUBAREA AREA(ACRES) = 5.96 SUBAREA RUNOFF(CFS) = 16.30 TOTAL AREA(ACRES) = 6.1 PEAK FLOW RATE(CFS) = 16.71 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.40 FLOW VELOCITY(FEET/SEC.) = 5.90 DEPTH*VELOCITY(FT*FT/SEC.) = 2.09 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 312.00 = 750.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 312.00 TO NODE 301.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 666.00 DOWNSTREAM(FEET) = 662.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.92 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.71 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 7.96 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 301.00 = 850.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 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.) = 7.96 RAINFALL INTENSITY(INCH/HR) = 6.44 TOTAL STREAM AREA(ACRES) = 6.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.71 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA Page 54 Q100 NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.68 11.87 4.978 0.80 2 16.71 7.96 6.442 6.11 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 17.84 7.96 6.442 2 14.59 11.87 4.978 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.84 Tc(MIN.) = 7.96 TOTAL AREA(ACRES) = 6.9 LONGEST FLOWPATH FROM NODE 302.00 TO NODE 301.00 = 1010.00 FEET. +--------------------------------------------------------------------------+ | THE FOLLOWIN CODE 7 IS THE ATTENUATED FLOW PROVIDED BY BASIN 4 | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.00 RAIN INTENSITY(INCH/HOUR) = 6.42 TOTAL AREA(ACRES) = 6.90 TOTAL RUNOFF(CFS) = 5.59 **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 305.10 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 669.00 DOWNSTREAM(FEET) = 661.00 FLOW LENGTH(FEET) = 52.49 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.95 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.59 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 8.05 LONGEST FLOWPATH FROM NODE 302.00 TO NODE 305.10 = 1062.49 FEET. **************************************************************************** FLOW PROCESS FROM NODE 305.10 TO NODE 305.10 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.) = 8.05 RAINFALL INTENSITY(INCH/HR) = 6.39 TOTAL STREAM AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.59 +--------------------------------------------------------------------------+ | THE FOLLOWING CODE 7 IS TAKEN FROM THE EXISTING CONDITION MODEL. | | THIS CODE 7 CONTAINS FLOWS FROM THE SUBDIVISION ALONG TOM O'SHANTER DR | | | +--------------------------------------------------------------------------+ Page 55 Q100 **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 217.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.88 RAIN INTENSITY(INCH/HOUR) = 5.27 TOTAL AREA(ACRES) = 29.20 TOTAL RUNOFF(CFS) = 83.02 **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 305.10 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 665.00 DOWNSTREAM(FEET) = 661.00 FLOW LENGTH(FEET) = 393.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.52 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 83.02 PIPE TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 11.45 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 305.10 = 1243.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 305.10 TO NODE 305.10 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.) = 11.45 RAINFALL INTENSITY(INCH/HR) = 5.10 TOTAL STREAM AREA(ACRES) = 29.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 83.02 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.59 8.05 6.393 6.90 2 83.02 11.45 5.096 29.20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 64.00 8.05 6.393 2 87.48 11.45 5.096 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 87.48 Tc(MIN.) = 11.45 TOTAL AREA(ACRES) = 36.1 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 305.10 = 1243.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 305.10 TO NODE 305.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 601.00 DOWNSTREAM(FEET) = 600.00 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.57 Page 56 Q100 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 87.48 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 11.53 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 305.00 = 1308.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 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.) = 11.53 RAINFALL INTENSITY(INCH/HR) = 5.07 TOTAL STREAM AREA(ACRES) = 36.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 87.48 **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 303.10 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = 136.00 UPSTREAM ELEVATION(FEET) = 725.00 DOWNSTREAM ELEVATION(FEET) = 715.00 ELEVATION DIFFERENCE(FEET) = 10.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.406 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.749 SUBAREA RUNOFF(CFS) = 0.30 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.30 **************************************************************************** FLOW PROCESS FROM NODE 303.10 TO NODE 305.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 715.00 DOWNSTREAM(FEET) = 660.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 875.00 CHANNEL SLOPE = 0.0629 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.30 FLOW VELOCITY(FEET/SEC) = 3.76 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.88 Tc(MIN.) = 11.28 LONGEST FLOWPATH FROM NODE 303.00 TO NODE 305.00 = 1011.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 303.10 TO NODE 305.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.143 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 85 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3000 SUBAREA AREA(ACRES) = 3.45 SUBAREA RUNOFF(CFS) = 5.32 TOTAL AREA(ACRES) = 3.6 TOTAL RUNOFF(CFS) = 5.55 TC(MIN.) = 11.28 **************************************************************************** Page 57 Q100 FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 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.) = 11.28 RAINFALL INTENSITY(INCH/HR) = 5.14 TOTAL STREAM AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.55 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 87.48 11.53 5.073 36.10 2 5.55 11.28 5.143 3.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 91.83 11.28 5.143 2 92.95 11.53 5.073 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 92.95 Tc(MIN.) = 11.53 TOTAL AREA(ACRES) = 39.7 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 305.00 = 1308.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 200.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 660.00 DOWNSTREAM(FEET) = 645.00 FLOW LENGTH(FEET) = 1200.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.79 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 92.95 PIPE TRAVEL TIME(MIN.) = 1.56 Tc(MIN.) = 13.09 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 200.00 = 2508.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 200.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 92.95 13.09 4.673 39.70 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 200.00 = 2508.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 100.00 7.16 6.899 38.52 LONGEST FLOWPATH FROM NODE 202.00 TO NODE 200.00 = 1727.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY Page 58 Q100 NUMBER (CFS) (MIN.) (INCH/HOUR) 1 150.81 7.16 6.899 2 160.69 13.09 4.673 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 160.69 Tc(MIN.) = 13.09 TOTAL AREA(ACRES) = 78.2 **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 200.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 300.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 645.00 DOWNSTREAM(FEET) = 625.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 278.00 CHANNEL SLOPE = 0.0719 CHANNEL FLOW THRU SUBAREA(CFS) = 160.69 FLOW VELOCITY(FEET/SEC) = 14.70 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 13.41 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 300.00 = 2786.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 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.) = 13.41 RAINFALL INTENSITY(INCH/HR) = 4.60 TOTAL STREAM AREA(ACRES) = 78.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 160.69 **************************************************************************** FLOW PROCESS FROM NODE 314.00 TO NODE 316.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = 175.00 UPSTREAM ELEVATION(FEET) = 675.00 DOWNSTREAM ELEVATION(FEET) = 660.00 ELEVATION DIFFERENCE(FEET) = 15.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.037 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.975 SUBAREA RUNOFF(CFS) = 0.31 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.31 **************************************************************************** FLOW PROCESS FROM NODE 316.00 TO NODE 300.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 660.00 DOWNSTREAM(FEET) = 625.00 Page 59 Q100 CHANNEL LENGTH THRU SUBAREA(FEET) = 658.00 CHANNEL SLOPE = 0.0532 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.31 FLOW VELOCITY(FEET/SEC) = 3.46 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.17 Tc(MIN.) = 10.21 LONGEST FLOWPATH FROM NODE 314.00 TO NODE 300.00 = 833.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 316.00 TO NODE 300.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.487 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 85 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3000 SUBAREA AREA(ACRES) = 7.28 SUBAREA RUNOFF(CFS) = 11.98 TOTAL AREA(ACRES) = 7.4 TOTAL RUNOFF(CFS) = 12.23 TC(MIN.) = 10.21 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 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.) = 10.21 RAINFALL INTENSITY(INCH/HR) = 5.49 TOTAL STREAM AREA(ACRES) = 7.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.23 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 160.69 13.41 4.602 78.22 2 12.23 10.21 5.487 7.43 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 134.56 10.21 5.487 2 170.95 13.41 4.602 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 170.95 Tc(MIN.) = 13.41 TOTAL AREA(ACRES) = 85.7 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 300.00 = 2786.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ +--------------------------------------------------------------------------+ | BEGIN 500 SERIES ONSITE | | TRIBUTARY TO BASIN 6 | | | +--------------------------------------------------------------------------+ **************************************************************************** Page 60 Q100 FLOW PROCESS FROM NODE 502.00 TO NODE 504.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4200 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 79 INITIAL SUBAREA FLOW-LENGTH(FEET) = 145.00 UPSTREAM ELEVATION(FEET) = 741.00 DOWNSTREAM ELEVATION(FEET) = 734.00 ELEVATION DIFFERENCE(FEET) = 7.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.243 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.846 SUBAREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.43 **************************************************************************** FLOW PROCESS FROM NODE 504.00 TO NODE 506.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 734.00 DOWNSTREAM ELEVATION(FEET) = 690.00 STREET LENGTH(FEET) = 985.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.11 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.27 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.73 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.28 STREET FLOW TRAVEL TIME(MIN.) = 3.47 Tc(MIN.) = 10.71 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.318 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4200 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 79 AREA-AVERAGE RUNOFF COEFFICIENT = 0.420 SUBAREA AREA(ACRES) = 5.04 SUBAREA RUNOFF(CFS) = 11.26 TOTAL AREA(ACRES) = 5.2 PEAK FLOW RATE(CFS) = 11.59 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.76 FLOW VELOCITY(FEET/SEC.) = 5.42 DEPTH*VELOCITY(FT*FT/SEC.) = 1.74 LONGEST FLOWPATH FROM NODE 502.00 TO NODE 506.00 = 1130.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 500.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 686.00 DOWNSTREAM(FEET) = 658.00 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 Page 61 Q100 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 39.99 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.59 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 10.72 LONGEST FLOWPATH FROM NODE 502.00 TO NODE 500.00 = 1155.00 FEET. +--------------------------------------------------------------------------+ | THE FOLLOWING CODE 7 IS THE ATTENUATED FLOW PROVIDED BY BASIN 6 | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 11.00 RAIN INTENSITY(INCH/HOUR) = 5.23 TOTAL AREA(ACRES) = 5.20 TOTAL RUNOFF(CFS) = 4.20 **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 300.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 658.00 DOWNSTREAM(FEET) = 625.00 FLOW LENGTH(FEET) = 792.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.25 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.20 PIPE TRAVEL TIME(MIN.) = 1.43 Tc(MIN.) = 12.43 LONGEST FLOWPATH FROM NODE 502.00 TO NODE 300.00 = 1947.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.20 12.43 4.833 5.20 LONGEST FLOWPATH FROM NODE 502.00 TO NODE 300.00 = 1947.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 170.95 13.41 4.602 85.65 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 300.00 = 2786.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 162.65 12.43 4.833 2 174.95 13.41 4.602 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 174.95 Tc(MIN.) = 13.41 TOTAL AREA(ACRES) = 90.8 Page 62 Q100 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ +--------------------------------------------------------------------------+ | BEGIN 400 SERIES ONSITE | | TRIBUTARY TO BASIN 5 | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 404.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5400 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 84 INITIAL SUBAREA FLOW-LENGTH(FEET) = 195.00 UPSTREAM ELEVATION(FEET) = 745.00 DOWNSTREAM ELEVATION(FEET) = 725.00 ELEVATION DIFFERENCE(FEET) = 20.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.679 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.695 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.70 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.70 **************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 400.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 725.00 DOWNSTREAM ELEVATION(FEET) = 683.00 STREET LENGTH(FEET) = 542.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 7.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.21 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.88 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.74 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.05 STREET FLOW TRAVEL TIME(MIN.) = 1.34 Tc(MIN.) = 6.02 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.713 RESIDENTIAL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5400 SOIL CLASSIFICATION IS "C" S.C.S. CURVE NUMBER (AMC II) = 84 AREA-AVERAGE RUNOFF COEFFICIENT = 0.540 SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 22.91 TOTAL AREA(ACRES) = 5.7 PEAK FLOW RATE(CFS) = 23.53 Page 63 Q100 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.75 FLOW VELOCITY(FEET/SEC.) = 7.85 DEPTH*VELOCITY(FT*FT/SEC.) = 2.84 LONGEST FLOWPATH FROM NODE 402.00 TO NODE 400.00 = 737.00 FEET. +--------------------------------------------------------------------------+ | THE FOLLOWING IS THE ATTENUATED FLOW PROVIDED BY BASIN 5 | | | | | +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 6.00 RAIN INTENSITY(INCH/HOUR) = 7.73 TOTAL AREA(ACRES) = 5.70 TOTAL RUNOFF(CFS) = 7.13 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 5.7 TC(MIN.) = 6.00 PEAK FLOW RATE(CFS) = 7.13 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Page 64 Appendix 2 – Soils Information Appendix 3- Hydraulic calculations for Proposed Basin/Outlet Structures Basin 1 Basin 2 Basin 3 Basin 4 Basin 5 Basin 6 Total Basin Depth (ft)5 5 5 5 5 5 Maximum Water Surface Elevation (ft)2.15 2.17 2.28 3.25 3.29 2.87 Freeboard (ft)2.85 2.83 2.72 1.75 1.71 2.13 Bottom Orifice Diameter (in)2 2 2 2 2 2 Number of Orifices 2 2 2 2 2 2 Bottom Orifice Invert 0.5 0.5 0.5 0.5 0.5 0.5 Middle Orifice Diameter (ft)------ Number of Orifices ------ Middle orifice Invert ------ Top Orifice Diameter (in)4 4 4 4 4 4 Number of Orifices 12 12 12 12 12 12 Top Orifice Diameter (ft)2 2 2 2 2 2 Weir Length (ft)10 10 10 10 10 10 Weir Invert (ft)3.5 4 3.5 3.5 4 4 The outlet structures allow the peak flow rate to pass through the basin without overtopping the basin. The outlet structure provides at least one foot of freeboard. Appendix 4- Basin Attenuation Calculations RATIONAL METHOD HYDROGRAPH PROGRAMCOPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 3/29/2019 HYDROGRAPH FILE NAME Text1TIME OF CONCENTRATION 5 MIN. 6 HOUR RAINFALL 3.3 INCHES BASIN AREA 45.4 ACRES RUNOFF COEFFICIENT 0.48PEAK DISCHARGE 75.52 CFS TIME (MIN) = 0 DISCHARGE (CFS) = 0 TIME (MIN) = 5 DISCHARGE (CFS) = 4.3TIME (MIN) = 10 DISCHARGE (CFS) = 4.3 TIME (MIN) = 15 DISCHARGE (CFS) = 4.4 TIME (MIN) = 20 DISCHARGE (CFS) = 4.4 TIME (MIN) = 25 DISCHARGE (CFS) = 4.5TIME (MIN) = 30 DISCHARGE (CFS) = 4.6 TIME (MIN) = 35 DISCHARGE (CFS) = 4.7 TIME (MIN) = 40 DISCHARGE (CFS) = 4.7 TIME (MIN) = 45 DISCHARGE (CFS) = 4.8TIME (MIN) = 50 DISCHARGE (CFS) = 4.9 TIME (MIN) = 55 DISCHARGE (CFS) = 5 TIME (MIN) = 60 DISCHARGE (CFS) = 5 TIME (MIN) = 65 DISCHARGE (CFS) = 5.2TIME (MIN) = 70 DISCHARGE (CFS) = 5.2TIME (MIN) = 75 DISCHARGE (CFS) = 5.4 TIME (MIN) = 80 DISCHARGE (CFS) = 5.4 TIME (MIN) = 85 DISCHARGE (CFS) = 5.6 TIME (MIN) = 90 DISCHARGE (CFS) = 5.7TIME (MIN) = 95 DISCHARGE (CFS) = 5.8 TIME (MIN) = 100 DISCHARGE (CFS) = 5.9 TIME (MIN) = 105 DISCHARGE (CFS) = 6.1 TIME (MIN) = 110 DISCHARGE (CFS) = 6.2TIME (MIN) = 115 DISCHARGE (CFS) = 6.4 TIME (MIN) = 120 DISCHARGE (CFS) = 6.5 TIME (MIN) = 125 DISCHARGE (CFS) = 6.7 TIME (MIN) = 130 DISCHARGE (CFS) = 6.9TIME (MIN) = 135 DISCHARGE (CFS) = 7.1 TIME (MIN) = 140 DISCHARGE (CFS) = 7.3 TIME (MIN) = 145 DISCHARGE (CFS) = 7.6 TIME (MIN) = 150 DISCHARGE (CFS) = 7.8TIME (MIN) = 155 DISCHARGE (CFS) = 8.1 TIME (MIN) = 160 DISCHARGE (CFS) = 8.3 TIME (MIN) = 165 DISCHARGE (CFS) = 8.8 TIME (MIN) = 170 DISCHARGE (CFS) = 9TIME (MIN) = 175 DISCHARGE (CFS) = 9.6 TIME (MIN) = 180 DISCHARGE (CFS) = 9.9 TIME (MIN) = 185 DISCHARGE (CFS) = 10.6 TIME (MIN) = 190 DISCHARGE (CFS) = 11TIME (MIN) = 195 DISCHARGE (CFS) = 12TIME (MIN) = 200 DISCHARGE (CFS) = 12.6 TIME (MIN) = 205 DISCHARGE (CFS) = 13.9 TIME (MIN) = 210 DISCHARGE (CFS) = 14.8 TIME (MIN) = 215 DISCHARGE (CFS) = 16.9TIME (MIN) = 220 DISCHARGE (CFS) = 18.4 TIME (MIN) = 225 DISCHARGE (CFS) = 22.4 TIME (MIN) = 230 DISCHARGE (CFS) = 25.6 TIME (MIN) = 235 DISCHARGE (CFS) = 37.5TIME (MIN) = 240 DISCHARGE (CFS) = 66.8 TIME (MIN) = 245 DISCHARGE (CFS) = 75.52 TIME (MIN) = 250 DISCHARGE (CFS) = 30.1 TIME (MIN) = 255 DISCHARGE (CFS) = 20.1TIME (MIN) = 260 DISCHARGE (CFS) = 15.8 TIME (MIN) = 265 DISCHARGE (CFS) = 13.2 TIME (MIN) = 270 DISCHARGE (CFS) = 11.5 TIME (MIN) = 275 DISCHARGE (CFS) = 10.2TIME (MIN) = 280 DISCHARGE (CFS) = 9.3 TIME (MIN) = 285 DISCHARGE (CFS) = 8.5 TIME (MIN) = 290 DISCHARGE (CFS) = 7.9 TIME (MIN) = 295 DISCHARGE (CFS) = 7.4TIME (MIN) = 300 DISCHARGE (CFS) = 7 TIME (MIN) = 305 DISCHARGE (CFS) = 6.6 TIME (MIN) = 310 DISCHARGE (CFS) = 6.3 TIME (MIN) = 315 DISCHARGE (CFS) = 6TIME (MIN) = 320 DISCHARGE (CFS) = 5.7TIME (MIN) = 325 DISCHARGE (CFS) = 5.5 TIME (MIN) = 330 DISCHARGE (CFS) = 5.3 TIME (MIN) = 335 DISCHARGE (CFS) = 5.1 TIME (MIN) = 340 DISCHARGE (CFS) = 4.9TIME (MIN) = 345 DISCHARGE (CFS) = 4.8 TIME (MIN) = 350 DISCHARGE (CFS) = 4.6 TIME (MIN) = 355 DISCHARGE (CFS) = 4.5 TIME (MIN) = 360 DISCHARGE (CFS) = 4.4TIME (MIN) = 365 DISCHARGE (CFS) = 0 2 3 1 Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Project: Basin1-attenuation_calculations.gpw Friday, 03 / 29 / 2019 Hydrograph Return Period Recap 2 Hyd. Hydrograph Inflow Peak Outflow (cfs)Hydrograph No.type hyd(s)Description (origin)1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 2 Manual -------------------------------------------------------75.52 BASIN 1 Q100 3 Reservoir 2 -------------------------------------------------14.36 BASIN 1 ATTENUATED Proj. file: Basin1-attenuation_calculations.gpw Friday, 03 / 29 / 2019 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Hydrograph Summary Report 3 Hyd. Hydrograph Peak Time Time to Hyd.Inflow Maximum Total Hydrograph No.type flow interval Peak volume hyd(s)elevation strge used Description (origin)(cfs)(min)(min)(cuft)(ft)(cuft) 2 Manual 75.52 5 245 219,366 ------------------BASIN 1 Q100 3 Reservoir 14.36 5 265 219,201 2 102.15 164,869 BASIN 1 ATTENUATED Basin1-attenuation_calculations.gpw Return Period: 100 Year Friday, 03 / 29 / 2019 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Friday, 03 / 29 / 2019 Hyd. No. 2 BASIN 1 Q100 Hydrograph type = Manual Peak discharge = 75.52 cfs Storm frequency = 100 yrs Time to peak = 4.08 hrs Time interval = 5 min Hyd. volume = 219,366 cuft 4 0.0 0.8 1.7 2.5 3.3 4.2 5.0 5.8 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 80.00 80.00 Q (cfs) Time (hrs) BASIN 1 Q100 Hyd. No. 2 -- 100 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Friday, 03 / 29 / 2019 Hyd. No. 3 BASIN 1 ATTENUATED Hydrograph type = Reservoir Peak discharge = 14.36 cfs Storm frequency = 100 yrs Time to peak = 4.42 hrs Time interval = 5 min Hyd. volume = 219,201 cuft Inflow hyd. No.= 2 - BASIN 1 Q100 Max. Elevation = 102.15 ft Reservoir name = BASIN 1 Max. Storage = 164,869 cuft Storage Indication method used. 5 0 10 20 30 40 50 60 70 80 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 50.00 50.00 60.00 60.00 70.00 70.00 80.00 80.00 Q (cfs) Time (hrs) BASIN 1 ATTENUATED Hyd. No. 3 -- 100 Year Hyd No. 3 Hyd No. 2 Total storage used = 164,869 cuft Pond Report 6 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Friday, 03 / 29 / 2019 Pond No. 1 - BASIN 1 Pond Data Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 100.00 ft Stage / Storage Table Stage (ft)Elevation (ft)Contour area (sqft)Incr. Storage (cuft)Total storage (cuft) 0.00 100.00 38,616 0 0 1.00 100.50 42,053 40,335 40,335 2.00 101.00 45,601 43,827 84,162 3.00 101.50 49,263 47,432 131,594 4.00 102.00 53,038 51,151 182,744 4.10 102.50 53,427 5,323 188,067 4.15 103.00 53,621 2,676 190,744 4.20 104.50 53,816 2,686 193,429 4.25 104.00 54,010 2,696 196,125 4.30 104.50 54,204 2,705 198,830 4.35 105.00 54,399 2,715 201,545 4.40 104.30 54,593 2,725 204,270 4.45 104.40 54,788 2,735 207,005 4.50 104.50 54,982 2,744 209,749 4.55 104.60 55,176 2,754 212,503 4.65 104.70 55,565 5,537 218,040 4.70 104.80 55,760 2,783 220,823 4.75 104.85 56,343 2,803 223,626 4.80 104.90 56,148 2,812 226,438 4.90 104.95 56,537 5,634 232,072 5.00 105.00 56,926 5,673 237,745 Culvert / Orifice Structures Weir Structures [A][B][C] [PrfRsr][A][B][C][D] Rise (in)= 0.00 0.00 0.00 0.00 Span (in)= 0.00 0.00 0.00 0.00 No. Barrels = 0 0 0 0 Invert El. (ft)= 0.00 0.00 0.00 0.00 Length (ft)= 0.00 0.00 0.00 0.00 Slope (%)= 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff.= 0.60 0.60 0.60 0.60 Multi-Stage = n/a No No No Crest Len (ft)= 0.00 0.00 0.00 0.00 Crest El. (ft)= 0.00 0.00 0.00 0.00 Weir Coeff.= 3.33 3.33 3.33 3.33 Weir Type = ------------ Multi-Stage = No No No No Exfil.(in/hr)= 0.000 (by Contour) TW Elev. (ft)= 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). 0.00 7.00 14.00 21.00 28.00 35.00 42.00 49.00 56.00 63.00 70.00 77.00 Stage (ft) 0.00 100.00 1.00 101.00 2.00 102.00 3.00 103.00 4.00 104.00 5.00 105.00 Elev (ft) Discharge (cfs) Stage / Discharge Total Q Hydraflow Rainfall Report 7 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Friday, 03 / 29 / 2019 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period (Yrs)B D E (N/A) 1 0.0000 0.0000 0.0000 -------- 2 69.8703 13.1000 0.8658 -------- 3 0.0000 0.0000 0.0000 -------- 5 79.2597 14.6000 0.8369 -------- 10 88.2351 15.5000 0.8279 -------- 25 102.6072 16.5000 0.8217 -------- 50 114.8193 17.2000 0.8199 -------- 100 127.1596 17.8000 0.8186 -------- File name: SampleFHA.idf Intensity = B / (Tc + D)^E Return Intensity Values (in/hr) Period(Yrs)5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15 10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46 25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91 50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25 100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60 Tc = time in minutes. Values may exceed 60. Rainfall Precipitation Table (in) Precip. file name: Sample.pcp Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 2.20 0.00 3.30 4.25 5.77 6.80 7.95 SCS 6-Hr 0.00 1.80 0.00 0.00 2.60 0.00 0.00 4.00 Huff-1st 0.00 1.55 0.00 2.75 4.00 5.38 6.50 8.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 1.75 0.00 2.80 3.90 5.25 6.00 7.10 RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 3/29/2019HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 11 MIN. 6 HOUR RAINFALL 3.3 INCHES BASIN AREA 14.4 ACRESRUNOFF COEFFICIENT 0.43 PEAK DISCHARGE 37.2 CFS TIME (MIN) = 0 DISCHARGE (CFS) = 0 TIME (MIN) = 11 DISCHARGE (CFS) = 1.2TIME (MIN) = 22 DISCHARGE (CFS) = 1.2 TIME (MIN) = 33 DISCHARGE (CFS) = 1.3 TIME (MIN) = 44 DISCHARGE (CFS) = 1.3 TIME (MIN) = 55 DISCHARGE (CFS) = 1.4TIME (MIN) = 66 DISCHARGE (CFS) = 1.4 TIME (MIN) = 77 DISCHARGE (CFS) = 1.5 TIME (MIN) = 88 DISCHARGE (CFS) = 1.5 TIME (MIN) = 99 DISCHARGE (CFS) = 1.6TIME (MIN) = 110 DISCHARGE (CFS) = 1.7 TIME (MIN) = 121 DISCHARGE (CFS) = 1.8 TIME (MIN) = 132 DISCHARGE (CFS) = 1.9 TIME (MIN) = 143 DISCHARGE (CFS) = 2TIME (MIN) = 154 DISCHARGE (CFS) = 2.1 TIME (MIN) = 165 DISCHARGE (CFS) = 2.4 TIME (MIN) = 176 DISCHARGE (CFS) = 2.5 TIME (MIN) = 187 DISCHARGE (CFS) = 2.9TIME (MIN) = 198 DISCHARGE (CFS) = 3.1 TIME (MIN) = 209 DISCHARGE (CFS) = 3.8 TIME (MIN) = 220 DISCHARGE (CFS) = 4.4 TIME (MIN) = 231 DISCHARGE (CFS) = 6.4TIME (MIN) = 242 DISCHARGE (CFS) = 4.2 TIME (MIN) = 253 DISCHARGE (CFS) = 37.2 TIME (MIN) = 264 DISCHARGE (CFS) = 5.1 TIME (MIN) = 275 DISCHARGE (CFS) = 3.4 TIME (MIN) = 286 DISCHARGE (CFS) = 2.7TIME (MIN) = 297 DISCHARGE (CFS) = 2.3 TIME (MIN) = 308 DISCHARGE (CFS) = 2 TIME (MIN) = 319 DISCHARGE (CFS) = 1.8 TIME (MIN) = 330 DISCHARGE (CFS) = 1.6TIME (MIN) = 341 DISCHARGE (CFS) = 1.5 TIME (MIN) = 352 DISCHARGE (CFS) = 1.4 TIME (MIN) = 363 DISCHARGE (CFS) = 1.3 TIME (MIN) = 374 DISCHARGE (CFS) = 0 1 2 1 Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Project: Basin2-attenuation_calculations.gpw Monday, 09 / 23 / 2019 Hydrograph Return Period Recap 2 Hyd. Hydrograph Inflow Peak Outflow (cfs)Hydrograph No.type hyd(s)Description (origin)1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 Manual -------------------------------------------------------37.20 BASIN 2 Q100 2 Reservoir 1 -------------------------------------------------6.752 BASIN 2 ATTENUATED Proj. file: Basin2-attenuation_calculations.gpw Monday, 09 / 23 / 2019 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Hydrograph Summary Report 3 Hyd. Hydrograph Peak Time Time to Hyd.Inflow Maximum Total Hydrograph No.type flow interval Peak volume hyd(s)elevation strge used Description (origin)(cfs)(min)(min)(cuft)(ft)(cuft) 1 Manual 37.20 11 253 73,854 ------------------BASIN 2 Q100 2 Reservoir 6.752 11 264 73,816 1 102.17 50,116 BASIN 2 ATTENUATED Basin2-attenuation_calculations.gpw Return Period: 100 Year Monday, 09 / 23 / 2019 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Monday, 09 / 23 / 2019 Hyd. No. 2 BASIN 2 ATTENUATED Hydrograph type = Reservoir Peak discharge = 6.752 cfs Storm frequency = 100 yrs Time to peak = 264 min Time interval = 11 min Hyd. volume = 73,816 cuft Inflow hyd. No.= 1 - BASIN 2 Q100 Max. Elevation = 102.17 ft Reservoir name = BASIN 2 Max. Storage = 50,116 cuft Storage Indication method used. 4 0 110 220 330 440 550 660 770 880 990 1100 1210 1320 1430 1540 1650 1760 1870 1980 2090 Q (cfs) 0.00 0.00 10.00 10.00 20.00 20.00 30.00 30.00 40.00 40.00 Q (cfs) Time (min) BASIN 2 ATTENUATED Hyd. No. 2 -- 100 Year Hyd No. 2 Hyd No. 1 Total storage used = 50,116 cuft Pond Report 5 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Monday, 09 / 23 / 2019 Pond No. 1 - BASIN 2 Pond Data Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 100.00 ft Stage / Storage Table Stage (ft)Elevation (ft)Contour area (sqft)Incr. Storage (cuft)Total storage (cuft) 0.00 100.00 11,076 0 0 1.00 100.50 12,517 11,797 11,797 2.00 101.00 14,010 13,264 25,060 3.00 101.50 15,552 14,781 39,841 3.50 102.00 16,340 7,973 47,814 4.00 102.50 17,128 8,367 56,181 4.10 103.00 17,290 1,721 57,902 4.20 103.25 17,453 1,737 59,639 4.30 103.50 17,615 1,753 61,392 4.40 103.75 17,777 1,770 63,162 4.50 104.00 17,940 1,786 64,948 4.55 104.10 18,021 899 65,847 4.60 104.20 18,102 903 66,750 4.65 104.30 18,183 907 67,657 4.70 104.40 18,264 911 68,568 4.75 104.50 18,345 915 69,484 4.80 104.60 18,427 919 70,403 4.85 104.70 18,508 923 71,326 4.90 104.80 18,589 927 72,254 4.95 104.90 18,670 931 73,185 5.00 105.00 18,751 936 74,121 Culvert / Orifice Structures Weir Structures [A][B][C][PrfRsr][A][B][C][D] Rise (in)= 0.00 0.00 0.00 0.00 Span (in)= 0.00 0.00 0.00 0.00 No. Barrels = 0 0 0 0 Invert El. (ft)= 0.00 0.00 0.00 0.00 Length (ft)= 0.00 0.00 0.00 0.00 Slope (%)= 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff.= 0.60 0.60 0.60 0.60 Multi-Stage = n/a No No No Crest Len (ft)= 0.00 0.00 0.00 0.00 Crest El. (ft)= 0.00 0.00 0.00 0.00 Weir Coeff.= 3.33 3.33 3.33 3.33 Weir Type = ------------ Multi-Stage = No No No No Exfil.(in/hr)= 0.000 (by Contour) TW Elev. (ft)= 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). 0.00 4.00 8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00 40.00 44.00 Stage (ft) 0.00 100.00 1.00 101.00 2.00 102.00 3.00 103.00 4.00 104.00 5.00 105.00 Elev (ft) Discharge (cfs) Stage / Discharge Total Q Hydraflow Rainfall Report 6 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Monday, 09 / 23 / 2019 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period (Yrs)B D E (N/A) 1 0.0000 0.0000 0.0000 -------- 2 69.8703 13.1000 0.8658 -------- 3 0.0000 0.0000 0.0000 -------- 5 79.2597 14.6000 0.8369 -------- 10 88.2351 15.5000 0.8279 -------- 25 102.6072 16.5000 0.8217 -------- 50 114.8193 17.2000 0.8199 -------- 100 127.1596 17.8000 0.8186 -------- File name: SampleFHA.idf Intensity = B / (Tc + D)^E Return Intensity Values (in/hr) Period(Yrs)5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15 10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46 25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91 50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25 100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60 Tc = time in minutes. Values may exceed 60. Rainfall Precipitation Table (in) Precip. file name: Sample.pcp Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 2.20 0.00 3.30 4.25 5.77 6.80 7.95 SCS 6-Hr 0.00 1.80 0.00 0.00 2.60 0.00 0.00 4.00 Huff-1st 0.00 1.55 0.00 2.75 4.00 5.38 6.50 8.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 1.75 0.00 2.80 3.90 5.25 6.00 7.10 RATIONAL METHOD HYDROGRAPH PROGRAMCOPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 3/29/2019 HYDROGRAPH FILE NAME Text1TIME OF CONCENTRATION 8 MIN. 6 HOUR RAINFALL 3.3 INCHES BASIN AREA 12.5 ACRES RUNOFF COEFFICIENT 0.42PEAK DISCHARGE 28.53 CFS TIME (MIN) = 0 DISCHARGE (CFS) = 0 TIME (MIN) = 8 DISCHARGE (CFS) = 1TIME (MIN) = 16 DISCHARGE (CFS) = 1 TIME (MIN) = 24 DISCHARGE (CFS) = 1.1 TIME (MIN) = 32 DISCHARGE (CFS) = 1.1 TIME (MIN) = 40 DISCHARGE (CFS) = 1.1TIME (MIN) = 48 DISCHARGE (CFS) = 1.2 TIME (MIN) = 56 DISCHARGE (CFS) = 1.2 TIME (MIN) = 64 DISCHARGE (CFS) = 1.2 TIME (MIN) = 72 DISCHARGE (CFS) = 1.3TIME (MIN) = 80 DISCHARGE (CFS) = 1.3 TIME (MIN) = 88 DISCHARGE (CFS) = 1.3 TIME (MIN) = 96 DISCHARGE (CFS) = 1.4 TIME (MIN) = 104 DISCHARGE (CFS) = 1.4TIME (MIN) = 112 DISCHARGE (CFS) = 1.5TIME (MIN) = 120 DISCHARGE (CFS) = 1.6 TIME (MIN) = 128 DISCHARGE (CFS) = 1.6 TIME (MIN) = 136 DISCHARGE (CFS) = 1.7 TIME (MIN) = 144 DISCHARGE (CFS) = 1.8TIME (MIN) = 152 DISCHARGE (CFS) = 1.9 TIME (MIN) = 160 DISCHARGE (CFS) = 2 TIME (MIN) = 168 DISCHARGE (CFS) = 2.1 TIME (MIN) = 176 DISCHARGE (CFS) = 2.2TIME (MIN) = 184 DISCHARGE (CFS) = 2.5 TIME (MIN) = 192 DISCHARGE (CFS) = 2.6 TIME (MIN) = 200 DISCHARGE (CFS) = 3 TIME (MIN) = 208 DISCHARGE (CFS) = 3.3TIME (MIN) = 216 DISCHARGE (CFS) = 4 TIME (MIN) = 224 DISCHARGE (CFS) = 4.5 TIME (MIN) = 232 DISCHARGE (CFS) = 6.7 TIME (MIN) = 240 DISCHARGE (CFS) = 14.6TIME (MIN) = 248 DISCHARGE (CFS) = 28.53 TIME (MIN) = 256 DISCHARGE (CFS) = 5.4 TIME (MIN) = 264 DISCHARGE (CFS) = 3.6 TIME (MIN) = 272 DISCHARGE (CFS) = 2.8TIME (MIN) = 280 DISCHARGE (CFS) = 2.3 TIME (MIN) = 288 DISCHARGE (CFS) = 2 TIME (MIN) = 296 DISCHARGE (CFS) = 1.8 TIME (MIN) = 304 DISCHARGE (CFS) = 1.7TIME (MIN) = 312 DISCHARGE (CFS) = 1.5TIME (MIN) = 320 DISCHARGE (CFS) = 1.4 TIME (MIN) = 328 DISCHARGE (CFS) = 1.3 TIME (MIN) = 336 DISCHARGE (CFS) = 1.2 TIME (MIN) = 344 DISCHARGE (CFS) = 1.2TIME (MIN) = 352 DISCHARGE (CFS) = 1.1 TIME (MIN) = 360 DISCHARGE (CFS) = 1.1 TIME (MIN) = 368 DISCHARGE (CFS) = 0 1 2 1 Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Project: Basin3-R1-attenuation_calculations.gpw Monday, 09 / 23 / 2019 Hydrograph Return Period Recap 2 Hyd. Hydrograph Inflow Peak Outflow (cfs)Hydrograph No.type hyd(s)Description (origin)1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 Manual -------------------------------------------------------28.53 BASIN 3 Q100 2 Reservoir 1 -------------------------------------------------15.63 BASIN 3 ATTENUATED Proj. file: Basin3-R1-attenuation_calculations.gpw Monday, 09 / 23 / 2019 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Hydrograph Summary Report 3 Hyd. Hydrograph Peak Time Time to Hyd.Inflow Maximum Total Hydrograph No.type flow interval Peak volume hyd(s)elevation strge used Description (origin)(cfs)(min)(min)(cuft)(ft)(cuft) 1 Manual 28.53 8 248 62,462 ------------------BASIN 3 Q100 2 Reservoir 15.63 8 256 62,443 1 104.01 27,991 BASIN 3 ATTENUATED Basin3-R1-attenuation_calculations.gpw Return Period: 100 Year Monday, 09 / 23 / 2019 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Monday, 09 / 23 / 2019 Hyd. No. 1 BASIN 3 Q100 Hydrograph type = Manual Peak discharge = 28.53 cfs Storm frequency = 100 yrs Time to peak = 4.13 hrs Time interval = 8 min Hyd. volume = 62,462 cuft 4 0.0 1.1 2.1 3.2 4.3 5.3 6.4 Q (cfs) 0.00 0.00 5.00 5.00 10.00 10.00 15.00 15.00 20.00 20.00 25.00 25.00 30.00 30.00 Q (cfs) Time (hrs) BASIN 3 Q100 Hyd. No. 1 -- 100 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Monday, 09 / 23 / 2019 Hyd. No. 2 BASIN 3 ATTENUATED Hydrograph type = Reservoir Peak discharge = 15.63 cfs Storm frequency = 100 yrs Time to peak = 4.27 hrs Time interval = 8 min Hyd. volume = 62,443 cuft Inflow hyd. No.= 1 - BASIN 3 Q100 Max. Elevation = 104.01 ft Reservoir name = BASIN 3 Max. Storage = 27,991 cuft Storage Indication method used. 5 0.0 1.1 2.1 3.2 4.3 5.3 6.4 7.5 8.5 9.6 10.7 11.7 12.8 13.9 14.9 16.0 Q (cfs) 0.00 0.00 5.00 5.00 10.00 10.00 15.00 15.00 20.00 20.00 25.00 25.00 30.00 30.00 Q (cfs) Time (hrs) BASIN 3 ATTENUATED Hyd. No. 2 -- 100 Year Hyd No. 2 Hyd No. 1 Total storage used = 27,991 cuft Pond Report 6 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Monday, 09 / 23 / 2019 Pond No. 1 - BASIN 3 Pond Data Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 100.00 ft Stage / Storage Table Stage (ft)Elevation (ft)Contour area (sqft)Incr. Storage (cuft)Total storage (cuft) 0.00 100.00 5,600 0 0 1.00 100.50 6,534 6,067 6,067 2.00 101.00 7,540 7,037 13,104 3.00 101.50 8,618 8,079 21,183 4.00 104.00 9,768 9,193 30,376 4.10 102.50 9,887 983 31,359 4.20 103.00 9,947 992 32,350 4.30 103.50 10,127 1,004 33,354 4.40 104.00 10,248 1,019 34,373 4.50 104.50 10,370 1,031 35,404 4.55 105.00 10,431 520 35,924 4.60 104.30 10,493 523 36,447 4.65 104.40 10,554 526 36,973 4.70 104.50 10,616 529 37,502 4.75 104.60 10,678 532 38,035 4.80 104.70 10,740 535 38,570 4.85 104.80 10,802 539 39,109 4.90 104.90 10,865 542 39,650 4.95 105.00 10,927 545 40,195 5.00 105.00 10,990 548 40,743 Culvert / Orifice Structures Weir Structures [A][B][C][PrfRsr][A][B][C][D] Rise (in)= 0.00 0.00 0.00 0.00 Span (in)= 0.00 0.00 0.00 0.00 No. Barrels = 0 0 0 0 Invert El. (ft)= 0.00 0.00 0.00 0.00 Length (ft)= 0.00 0.00 0.00 0.00 Slope (%)= 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff.= 0.60 0.60 0.60 0.60 Multi-Stage = n/a No No No Crest Len (ft)= 0.00 0.00 0.00 0.00 Crest El. (ft)= 0.00 0.00 0.00 0.00 Weir Coeff.= 3.33 3.33 3.33 3.33 Weir Type = ------------ Multi-Stage = No No No No Exfil.(in/hr)= 0.000 (by Contour) TW Elev. (ft)= 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). 0.00 7.00 14.00 21.00 28.00 35.00 42.00 49.00 56.00 63.00 70.00 77.00 Stage (ft) 0.00 100.00 1.00 101.00 2.00 102.00 3.00 103.00 4.00 104.00 5.00 105.00 Elev (ft) Discharge (cfs) Stage / Discharge Total Q Hydraflow Rainfall Report 7 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Monday, 09 / 23 / 2019 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period (Yrs)B D E (N/A) 1 0.0000 0.0000 0.0000 -------- 2 69.8703 13.1000 0.8658 -------- 3 0.0000 0.0000 0.0000 -------- 5 79.2597 14.6000 0.8369 -------- 10 88.2351 15.5000 0.8279 -------- 25 102.6072 16.5000 0.8217 -------- 50 114.8193 17.2000 0.8199 -------- 100 127.1596 17.8000 0.8186 -------- File name: SampleFHA.idf Intensity = B / (Tc + D)^E Return Intensity Values (in/hr) Period(Yrs)5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15 10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46 25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91 50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25 100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60 Tc = time in minutes. Values may exceed 60. Rainfall Precipitation Table (in) Precip. file name: Sample.pcp Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 2.20 0.00 3.30 4.25 5.77 6.80 7.95 SCS 6-Hr 0.00 1.80 0.00 0.00 2.60 0.00 0.00 4.00 Huff-1st 0.00 1.55 0.00 2.75 4.00 5.38 6.50 8.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 1.75 0.00 2.80 3.90 5.25 6.00 7.10 RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 3/29/2019 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 8 MIN.6 HOUR RAINFALL 3.3 INCHES BASIN AREA 6.9 ACRES RUNOFF COEFFICIENT 0.42 PEAK DISCHARGE 17.84 CFS TIME (MIN) = 0 DISCHARGE (CFS) = 0 TIME (MIN) = 8 DISCHARGE (CFS) = 0.6 TIME (MIN) = 16 DISCHARGE (CFS) = 0.6TIME (MIN) = 24 DISCHARGE (CFS) = 0.6 TIME (MIN) = 32 DISCHARGE (CFS) = 0.6 TIME (MIN) = 40 DISCHARGE (CFS) = 0.6 TIME (MIN) = 48 DISCHARGE (CFS) = 0.6TIME (MIN) = 56 DISCHARGE (CFS) = 0.7 TIME (MIN) = 64 DISCHARGE (CFS) = 0.7 TIME (MIN) = 72 DISCHARGE (CFS) = 0.7 TIME (MIN) = 80 DISCHARGE (CFS) = 0.7TIME (MIN) = 88 DISCHARGE (CFS) = 0.7TIME (MIN) = 96 DISCHARGE (CFS) = 0.8 TIME (MIN) = 104 DISCHARGE (CFS) = 0.8 TIME (MIN) = 112 DISCHARGE (CFS) = 0.8 TIME (MIN) = 120 DISCHARGE (CFS) = 0.9TIME (MIN) = 128 DISCHARGE (CFS) = 0.9 TIME (MIN) = 136 DISCHARGE (CFS) = 0.9 TIME (MIN) = 144 DISCHARGE (CFS) = 1 TIME (MIN) = 152 DISCHARGE (CFS) = 1TIME (MIN) = 160 DISCHARGE (CFS) = 1.1 TIME (MIN) = 168 DISCHARGE (CFS) = 1.2 TIME (MIN) = 176 DISCHARGE (CFS) = 1.2 TIME (MIN) = 184 DISCHARGE (CFS) = 1.4TIME (MIN) = 192 DISCHARGE (CFS) = 1.5 TIME (MIN) = 200 DISCHARGE (CFS) = 1.7 TIME (MIN) = 208 DISCHARGE (CFS) = 1.8 TIME (MIN) = 216 DISCHARGE (CFS) = 2.2TIME (MIN) = 224 DISCHARGE (CFS) = 2.5 TIME (MIN) = 232 DISCHARGE (CFS) = 3.7 TIME (MIN) = 240 DISCHARGE (CFS) = 6 TIME (MIN) = 248 DISCHARGE (CFS) = 17.84TIME (MIN) = 256 DISCHARGE (CFS) = 3 TIME (MIN) = 264 DISCHARGE (CFS) = 2 TIME (MIN) = 272 DISCHARGE (CFS) = 1.5 TIME (MIN) = 280 DISCHARGE (CFS) = 1.3TIME (MIN) = 288 DISCHARGE (CFS) = 1.1TIME (MIN) = 296 DISCHARGE (CFS) = 1 TIME (MIN) = 304 DISCHARGE (CFS) = 0.9 TIME (MIN) = 312 DISCHARGE (CFS) = 0.8 TIME (MIN) = 320 DISCHARGE (CFS) = 0.8TIME (MIN) = 328 DISCHARGE (CFS) = 0.7 TIME (MIN) = 336 DISCHARGE (CFS) = 0.7 TIME (MIN) = 344 DISCHARGE (CFS) = 0.6 TIME (MIN) = 352 DISCHARGE (CFS) = 0.6TIME (MIN) = 360 DISCHARGE (CFS) = 0.6 TIME (MIN) = 368 DISCHARGE (CFS) = 0 1 2 1 Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Project: Basin4-attenuation_calculations.gpw Monday, 09 / 23 / 2019 Hydrograph Return Period Recap 2 Hyd. Hydrograph Inflow Peak Outflow (cfs)Hydrograph No.type hyd(s)Description (origin)1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 Manual -------------------------------------------------------17.84 BASIN 4 Q100 2 Reservoir 1 -------------------------------------------------5.586 BASIN 4 ATTENUATED Proj. file: Basin4-attenuation_calculations.gpw Monday, 09 / 23 / 2019 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Hydrograph Summary Report 3 Hyd. Hydrograph Peak Time Time to Hyd.Inflow Maximum Total Hydrograph No.type flow interval Peak volume hyd(s)elevation strge used Description (origin)(cfs)(min)(min)(cuft)(ft)(cuft) 1 Manual 17.84 8 248 34,531 ------------------BASIN 4 Q100 2 Reservoir 5.586 8 256 34,517 1 103.23 20,138 BASIN 4 ATTENUATED Basin4-attenuation_calculations.gpw Return Period: 100 Year Monday, 09 / 23 / 2019 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Monday, 09 / 23 / 2019 Hyd. No. 1 BASIN 4 Q100 Hydrograph type = Manual Peak discharge = 17.84 cfs Storm frequency = 100 yrs Time to peak = 4.13 hrs Time interval = 8 min Hyd. volume = 34,531 cuft 4 0.0 1.1 2.1 3.2 4.3 5.3 6.4 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 18.00 18.00 Q (cfs) Time (hrs) BASIN 4 Q100 Hyd. No. 1 -- 100 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Monday, 09 / 23 / 2019 Hyd. No. 2 BASIN 4 ATTENUATED Hydrograph type = Reservoir Peak discharge = 5.586 cfs Storm frequency = 100 yrs Time to peak = 4.27 hrs Time interval = 8 min Hyd. volume = 34,517 cuft Inflow hyd. No.= 1 - BASIN 4 Q100 Max. Elevation = 103.23 ft Reservoir name = BASIN4 Max. Storage = 20,138 cuft Storage Indication method used. 5 0.0 2.1 4.3 6.4 8.5 10.7 12.8 14.9 17.1 19.2 Q (cfs) 0.00 0.00 3.00 3.00 6.00 6.00 9.00 9.00 12.00 12.00 15.00 15.00 18.00 18.00 Q (cfs) Time (hrs) BASIN 4 ATTENUATED Hyd. No. 2 -- 100 Year Hyd No. 2 Hyd No. 1 Total storage used = 20,138 cuft Pond Report 6 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Monday, 09 / 23 / 2019 Pond No. 1 - BASIN4 Pond Data Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 100.00 ft Stage / Storage Table Stage (ft)Elevation (ft)Contour area (sqft)Incr. Storage (cuft)Total storage (cuft) 0.00 100.00 5,000 0 0 0.50 100.50 5,433 2,608 2,608 1.00 101.00 5,885 2,830 5,438 1.50 101.50 6,354 3,060 8,498 2.00 102.00 6,841 3,299 11,796 2.50 102.50 7,146 3,497 15,293 3.00 103.00 7,346 3,623 18,916 3.50 103.50 8,411 3,939 22,855 4.00 104.00 8,970 4,345 27,201 4.50 104.50 9,547 4,629 31,830 5.00 105.00 10,143 4,923 36,752 Culvert / Orifice Structures Weir Structures [A][B][C][PrfRsr][A][B][C][D] Rise (in)= 0.00 0.00 0.00 0.00 Span (in)= 0.00 0.00 0.00 0.00 No. Barrels = 0 0 0 0 Invert El. (ft)= 0.00 0.00 0.00 0.00 Length (ft)= 0.00 0.00 0.00 0.00 Slope (%)= 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff.= 0.60 0.60 0.60 0.60 Multi-Stage = n/a No No No Crest Len (ft)= 0.00 0.00 0.00 0.00 Crest El. (ft)= 0.00 0.00 0.00 0.00 Weir Coeff.= 3.33 3.33 3.33 3.33 Weir Type = ------------ Multi-Stage = No No No No Exfil.(in/hr)= 0.000 (by Contour) TW Elev. (ft)= 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). 0.00 4.00 8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00 40.00 44.00 Stage (ft) 0.00 100.00 1.00 101.00 2.00 102.00 3.00 103.00 4.00 104.00 5.00 105.00 Elev (ft) Discharge (cfs) Stage / Discharge Total Q Hydraflow Rainfall Report 7 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Monday, 09 / 23 / 2019 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period (Yrs)B D E (N/A) 1 0.0000 0.0000 0.0000 -------- 2 69.8703 13.1000 0.8658 -------- 3 0.0000 0.0000 0.0000 -------- 5 79.2597 14.6000 0.8369 -------- 10 88.2351 15.5000 0.8279 -------- 25 102.6072 16.5000 0.8217 -------- 50 114.8193 17.2000 0.8199 -------- 100 127.1596 17.8000 0.8186 -------- File name: SampleFHA.idf Intensity = B / (Tc + D)^E Return Intensity Values (in/hr) Period(Yrs)5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15 10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46 25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91 50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25 100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60 Tc = time in minutes. Values may exceed 60. Rainfall Precipitation Table (in) Precip. file name: Sample.pcp Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 2.20 0.00 3.30 4.25 5.77 6.80 7.95 SCS 6-Hr 0.00 1.80 0.00 0.00 2.60 0.00 0.00 4.00 Huff-1st 0.00 1.55 0.00 2.75 4.00 5.38 6.50 8.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 1.75 0.00 2.80 3.90 5.25 6.00 7.10 RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 9/23/2019 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 6 MIN. 6 HOUR RAINFALL 3.3 INCHES BASIN AREA 5.7 ACRES RUNOFF COEFFICIENT 0.54 PEAK DISCHARGE 23.53 CFS TIME (MIN) = 0 DISCHARGE (CFS) = 0 TIME (MIN) = 6 DISCHARGE (CFS) = 0.6 TIME (MIN) = 12 DISCHARGE (CFS) = 0.6 TIME (MIN) = 18 DISCHARGE (CFS) = 0.6 TIME (MIN) = 24 DISCHARGE (CFS) = 0.6 TIME (MIN) = 30 DISCHARGE (CFS) = 0.6 TIME (MIN) = 36 DISCHARGE (CFS) = 0.7 TIME (MIN) = 42 DISCHARGE (CFS) = 0.7 TIME (MIN) = 48 DISCHARGE (CFS) = 0.7 TIME (MIN) = 54 DISCHARGE (CFS) = 0.7 TIME (MIN) = 60 DISCHARGE (CFS) = 0.7 TIME (MIN) = 66 DISCHARGE (CFS) = 0.7 TIME (MIN) = 72 DISCHARGE (CFS) = 0.7 TIME (MIN) = 78 DISCHARGE (CFS) = 0.8 TIME (MIN) = 84 DISCHARGE (CFS) = 0.8 TIME (MIN) = 90 DISCHARGE (CFS) = 0.8 TIME (MIN) = 96 DISCHARGE (CFS) = 0.8 TIME (MIN) = 102 DISCHARGE (CFS) = 0.8 TIME (MIN) = 108 DISCHARGE (CFS) = 0.9 TIME (MIN) = 114 DISCHARGE (CFS) = 0.9 TIME (MIN) = 120 DISCHARGE (CFS) = 0.9 TIME (MIN) = 126 DISCHARGE (CFS) = 1 TIME (MIN) = 132 DISCHARGE (CFS) = 1 TIME (MIN) = 138 DISCHARGE (CFS) = 1 TIME (MIN) = 144 DISCHARGE (CFS) = 1 TIME (MIN) = 150 DISCHARGE (CFS) = 1.1 TIME (MIN) = 156 DISCHARGE (CFS) = 1.1 TIME (MIN) = 162 DISCHARGE (CFS) = 1.2 TIME (MIN) = 168 DISCHARGE (CFS) = 1.2 TIME (MIN) = 174 DISCHARGE (CFS) = 1.3 TIME (MIN) = 180 DISCHARGE (CFS) = 1.4 TIME (MIN) = 186 DISCHARGE (CFS) = 1.5 TIME (MIN) = 192 DISCHARGE (CFS) = 1.6 TIME (MIN) = 198 DISCHARGE (CFS) = 1.7 TIME (MIN) = 204 DISCHARGE (CFS) = 1.9 TIME (MIN) = 210 DISCHARGE (CFS) = 2.1 TIME (MIN) = 216 DISCHARGE (CFS) = 2.3 TIME (MIN) = 222 DISCHARGE (CFS) = 2.8 TIME (MIN) = 228 DISCHARGE (CFS) = 3.2 TIME (MIN) = 234 DISCHARGE (CFS) = 4.7 TIME (MIN) = 240 DISCHARGE (CFS) = 6.9 TIME (MIN) = 246 DISCHARGE (CFS) = 23.53 TIME (MIN) = 252 DISCHARGE (CFS) = 3.8 TIME (MIN) = 258 DISCHARGE (CFS) = 2.5 TIME (MIN) = 264 DISCHARGE (CFS) = 2 TIME (MIN) = 270 DISCHARGE (CFS) = 1.7 TIME (MIN) = 276 DISCHARGE (CFS) = 1.4 TIME (MIN) = 282 DISCHARGE (CFS) = 1.3 TIME (MIN) = 288 DISCHARGE (CFS) = 1.2 TIME (MIN) = 294 DISCHARGE (CFS) = 1.1 TIME (MIN) = 300 DISCHARGE (CFS) = 1 TIME (MIN) = 306 DISCHARGE (CFS) = 0.9 TIME (MIN) = 312 DISCHARGE (CFS) = 0.9 TIME (MIN) = 318 DISCHARGE (CFS) = 0.8 TIME (MIN) = 324 DISCHARGE (CFS) = 0.8 TIME (MIN) = 330 DISCHARGE (CFS) = 0.8 TIME (MIN) = 336 DISCHARGE (CFS) = 0.7 TIME (MIN) = 342 DISCHARGE (CFS) = 0.7 TIME (MIN) = 348 DISCHARGE (CFS) = 0.7 TIME (MIN) = 354 DISCHARGE (CFS) = 0.6 TIME (MIN) = 360 DISCHARGE (CFS) = 0.6 TIME (MIN) = 366 DISCHARGE (CFS) = 0 1 2 1 Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Project: Basin5-attenuation_calculations.gpw Thursday, 01 / 16 / 2020 Hydrograph Return Period Recap 2 Hyd. Hydrograph Inflow Peak Outflow (cfs)Hydrograph No.type hyd(s)Description (origin)1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 Manual -------------------------------------------------------23.53 BASIN 5 Q100 2 Reservoir 1 -------------------------------------------------7.136 BASIN 5 ATTENUATED Proj. file: Basin5-attenuation_calculations.gpw Thursday, 01 / 16 / 2020 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Hydrograph Summary Report 3 Hyd. Hydrograph Peak Time Time to Hyd.Inflow Maximum Total Hydrograph No.type flow interval Peak volume hyd(s)elevation strge used Description (origin)(cfs)(min)(min)(cuft)(ft)(cuft) 1 Manual 23.53 6 246 36,551 ------------------BASIN 5 Q100 2 Reservoir 7.136 6 252 36,543 1 103.93 15,838 BASIN 5 ATTENUATED Basin5-attenuation_calculations.gpw Return Period: 100 Year Thursday, 01 / 16 / 2020 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 01 / 16 / 2020 Hyd. No. 1 BASIN 5 Q100 Hydrograph type = Manual Peak discharge = 23.53 cfs Storm frequency = 100 yrs Time to peak = 4.10 hrs Time interval = 6 min Hyd. volume = 36,551 cuft 4 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Q (cfs) 0.00 0.00 4.00 4.00 8.00 8.00 12.00 12.00 16.00 16.00 20.00 20.00 24.00 24.00 Q (cfs) Time (hrs) BASIN 5 Q100 Hyd. No. 1 -- 100 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 01 / 16 / 2020 Hyd. No. 2 BASIN 5 ATTENUATED Hydrograph type = Reservoir Peak discharge = 7.136 cfs Storm frequency = 100 yrs Time to peak = 4.20 hrs Time interval = 6 min Hyd. volume = 36,543 cuft Inflow hyd. No.= 1 - BASIN 5 Q100 Max. Elevation = 103.93 ft Reservoir name = BASIN 5 Max. Storage = 15,838 cuft Storage Indication method used. 5 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 Q (cfs) 0.00 0.00 4.00 4.00 8.00 8.00 12.00 12.00 16.00 16.00 20.00 20.00 24.00 24.00 Q (cfs) Time (hrs) BASIN 5 ATTENUATED Hyd. No. 2 -- 100 Year Hyd No. 2 Hyd No. 1 Total storage used = 15,838 cuft Pond Report 6 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 01 / 16 / 2020 Pond No. 1 - BASIN 5 Pond Data Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 100.00 ft Stage / Storage Table Stage (ft)Elevation (ft)Contour area (sqft)Incr. Storage (cuft)Total storage (cuft) 0.00 100.00 2,720 0 0 0.50 100.50 3,068 1,447 1,447 1.00 101.00 3,417 1,621 3,068 1.50 101.50 3,794 1,803 4,871 2.00 102.00 4,170 1,991 6,862 2.50 102.50 4,575 2,186 9,048 3.00 103.00 4,981 2,389 11,437 3.50 103.50 5,414 2,599 14,036 4.00 104.00 5,847 2,815 16,851 4.50 104.50 6,309 3,039 19,890 5.00 105.00 6,771 3,270 23,160 Culvert / Orifice Structures Weir Structures [A][B][C][PrfRsr][A][B][C][D] Rise (in)= 0.00 0.00 0.00 0.00 Span (in)= 0.00 0.00 0.00 0.00 No. Barrels = 0 0 0 0 Invert El. (ft)= 0.00 0.00 0.00 0.00 Length (ft)= 0.00 0.00 0.00 0.00 Slope (%)= 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff.= 0.60 0.60 0.60 0.60 Multi-Stage = n/a No No No Crest Len (ft)= 0.00 0.00 0.00 0.00 Crest El. (ft)= 0.00 0.00 0.00 0.00 Weir Coeff.= 3.33 3.33 3.33 3.33 Weir Type = ------------ Multi-Stage = No No No No Exfil.(in/hr)= 0.000 (by Contour) TW Elev. (ft)= 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). 0.00 4.00 8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00 40.00 44.00 Stage (ft) 0.00 100.00 1.00 101.00 2.00 102.00 3.00 103.00 4.00 104.00 5.00 105.00 Elev (ft) Discharge (cfs) Stage / Discharge Total Q Hydraflow Rainfall Report 7 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 01 / 16 / 2020 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period (Yrs)B D E (N/A) 1 0.0000 0.0000 0.0000 -------- 2 69.8703 13.1000 0.8658 -------- 3 0.0000 0.0000 0.0000 -------- 5 79.2597 14.6000 0.8369 -------- 10 88.2351 15.5000 0.8279 -------- 25 102.6072 16.5000 0.8217 -------- 50 114.8193 17.2000 0.8199 -------- 100 127.1596 17.8000 0.8186 -------- File name: SampleFHA.idf Intensity = B / (Tc + D)^E Return Intensity Values (in/hr) Period(Yrs)5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15 10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46 25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91 50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25 100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60 Tc = time in minutes. Values may exceed 60. Rainfall Precipitation Table (in) Precip. file name: Sample.pcp Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 2.20 0.00 3.30 4.25 5.77 6.80 7.95 SCS 6-Hr 0.00 1.80 0.00 0.00 2.60 0.00 0.00 4.00 Huff-1st 0.00 1.55 0.00 2.75 4.00 5.38 6.50 8.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 1.75 0.00 2.80 3.90 5.25 6.00 7.10 RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 3/31/2019 HYDROGRAPH FILE NAME Text1 TIME OF CONCENTRATION 11 MIN.6 HOUR RAINFALL 3.3 INCHES BASIN AREA 5.2 ACRES RUNOFF COEFFICIENT 0.42 PEAK DISCHARGE 11.59 CFS TIME (MIN) = 0 DISCHARGE (CFS) = 0 TIME (MIN) = 11 DISCHARGE (CFS) = 0.4 TIME (MIN) = 22 DISCHARGE (CFS) = 0.4TIME (MIN) = 33 DISCHARGE (CFS) = 0.5 TIME (MIN) = 44 DISCHARGE (CFS) = 0.5 TIME (MIN) = 55 DISCHARGE (CFS) = 0.5 TIME (MIN) = 66 DISCHARGE (CFS) = 0.5 TIME (MIN) = 77 DISCHARGE (CFS) = 0.5TIME (MIN) = 88 DISCHARGE (CFS) = 0.5 TIME (MIN) = 99 DISCHARGE (CFS) = 0.6 TIME (MIN) = 110 DISCHARGE (CFS) = 0.6 TIME (MIN) = 121 DISCHARGE (CFS) = 0.6TIME (MIN) = 132 DISCHARGE (CFS) = 0.7 TIME (MIN) = 143 DISCHARGE (CFS) = 0.7 TIME (MIN) = 154 DISCHARGE (CFS) = 0.8 TIME (MIN) = 165 DISCHARGE (CFS) = 0.8TIME (MIN) = 176 DISCHARGE (CFS) = 0.9 TIME (MIN) = 187 DISCHARGE (CFS) = 1 TIME (MIN) = 198 DISCHARGE (CFS) = 1.1 TIME (MIN) = 209 DISCHARGE (CFS) = 1.4TIME (MIN) = 220 DISCHARGE (CFS) = 1.5 TIME (MIN) = 231 DISCHARGE (CFS) = 2.3 TIME (MIN) = 242 DISCHARGE (CFS) = 3 TIME (MIN) = 253 DISCHARGE (CFS) = 11.59TIME (MIN) = 264 DISCHARGE (CFS) = 1.8 TIME (MIN) = 275 DISCHARGE (CFS) = 1.2 TIME (MIN) = 286 DISCHARGE (CFS) = 0.9 TIME (MIN) = 297 DISCHARGE (CFS) = 0.8TIME (MIN) = 308 DISCHARGE (CFS) = 0.7 TIME (MIN) = 319 DISCHARGE (CFS) = 0.6 TIME (MIN) = 330 DISCHARGE (CFS) = 0.6 TIME (MIN) = 341 DISCHARGE (CFS) = 0.5 TIME (MIN) = 352 DISCHARGE (CFS) = 0.5TIME (MIN) = 363 DISCHARGE (CFS) = 0.4 TIME (MIN) = 374 DISCHARGE (CFS) = 0 1 2 1 Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Project: Basin6-attenuation_calculations.gpw Thursday, 01 / 16 / 2020 Hydrograph Return Period Recap 2 Hyd. Hydrograph Inflow Peak Outflow (cfs)Hydrograph No.type hyd(s)Description (origin)1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 Manual -------------------------------------------------------11.59 BASIN 6 Q100 2 Reservoir 1 -------------------------------------------------4.274 BASIN 6 ATTENUATED Proj. file: Basin6-attenuation_calculations.gpw Thursday, 01 / 16 / 2020 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Hydrograph Summary Report 3 Hyd. Hydrograph Peak Time Time to Hyd.Inflow Maximum Total Hydrograph No.type flow interval Peak volume hyd(s)elevation strge used Description (origin)(cfs)(min)(min)(cuft)(ft)(cuft) 1 Manual 11.59 11 253 25,997 ------------------BASIN 6 Q100 2 Reservoir 4.274 11 264 25,985 1 102.86 14,777 BASIN 6 ATTENUATED Basin6-attenuation_calculations.gpw Return Period: 100 Year Thursday, 01 / 16 / 2020 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 01 / 16 / 2020 Hyd. No. 1 BASIN 6 Q100 Hydrograph type = Manual Peak discharge = 11.59 cfs Storm frequency = 100 yrs Time to peak = 4.22 hrs Time interval = 11 min Hyd. volume = 25,997 cuft 4 0.0 0.9 1.8 2.8 3.7 4.6 5.5 6.4 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 12.00 12.00 Q (cfs) Time (hrs) BASIN 6 Q100 Hyd. No. 1 -- 100 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 01 / 16 / 2020 Hyd. No. 2 BASIN 6 ATTENUATED Hydrograph type = Reservoir Peak discharge = 4.274 cfs Storm frequency = 100 yrs Time to peak = 4.40 hrs Time interval = 11 min Hyd. volume = 25,985 cuft Inflow hyd. No.= 1 - BASIN 6 Q100 Max. Elevation = 102.86 ft Reservoir name = BASIN 6 Max. Storage = 14,777 cuft Storage Indication method used. 5 0.0 1.8 3.7 5.5 7.3 9.2 11.0 12.8 14.7 16.5 18.3 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 12.00 12.00 Q (cfs) Time (hrs) BASIN 6 ATTENUATED Hyd. No. 2 -- 100 Year Hyd No. 2 Hyd No. 1 Total storage used = 14,777 cuft Pond Report 6 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 01 / 16 / 2020 Pond No. 1 - BASIN 6 Pond Data Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 100.00 ft Stage / Storage Table Stage (ft)Elevation (ft)Contour area (sqft)Incr. Storage (cuft)Total storage (cuft) 0.00 100.00 4,226 0 0 0.50 100.50 4,635 2,215 2,215 1.00 101.00 5,043 2,420 4,635 1.50 101.50 5,482 2,631 7,266 2.00 102.00 5,920 2,851 10,117 2.50 102.50 6,390 3,078 13,194 3.00 103.00 6,859 3,312 16,506 3.50 103.50 7,360 3,555 20,061 4.00 104.00 7,860 3,805 23,866 4.50 104.50 8,392 4,063 27,929 5.00 105.00 8,923 4,329 32,258 Culvert / Orifice Structures Weir Structures [A][B][C][PrfRsr][A][B][C][D] Rise (in)= 0.00 0.00 0.00 0.00 Span (in)= 0.00 0.00 0.00 0.00 No. Barrels = 0 0 0 0 Invert El. (ft)= 0.00 0.00 0.00 0.00 Length (ft)= 0.00 0.00 0.00 0.00 Slope (%)= 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff.= 0.60 0.60 0.60 0.60 Multi-Stage = n/a No No No Crest Len (ft)= 0.00 0.00 0.00 0.00 Crest El. (ft)= 0.00 0.00 0.00 0.00 Weir Coeff.= 3.33 3.33 3.33 3.33 Weir Type = ------------ Multi-Stage = No No No No Exfil.(in/hr)= 0.000 (by Contour) TW Elev. (ft)= 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). 0.00 4.00 8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00 40.00 44.00 Stage (ft) 0.00 100.00 1.00 101.00 2.00 102.00 3.00 103.00 4.00 104.00 5.00 105.00 Elev (ft) Discharge (cfs) Stage / Discharge Total Q Hydraflow Rainfall Report 7 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Thursday, 01 / 16 / 2020 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period (Yrs)B D E (N/A) 1 0.0000 0.0000 0.0000 -------- 2 69.8703 13.1000 0.8658 -------- 3 0.0000 0.0000 0.0000 -------- 5 79.2597 14.6000 0.8369 -------- 10 88.2351 15.5000 0.8279 -------- 25 102.6072 16.5000 0.8217 -------- 50 114.8193 17.2000 0.8199 -------- 100 127.1596 17.8000 0.8186 -------- File name: SampleFHA.idf Intensity = B / (Tc + D)^E Return Intensity Values (in/hr) Period(Yrs)5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15 10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46 25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91 50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25 100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60 Tc = time in minutes. Values may exceed 60. Rainfall Precipitation Table (in) Precip. file name: Sample.pcp Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 2.20 0.00 3.30 4.25 5.77 6.80 7.95 SCS 6-Hr 0.00 1.80 0.00 0.00 2.60 0.00 0.00 4.00 Huff-1st 0.00 1.55 0.00 2.75 4.00 5.38 6.50 8.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 1.75 0.00 2.80 3.90 5.25 6.00 7.10