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Home My WebLink AboutCT 00-06; BRESSI RANCH MASTER; DRAINAGE STUDY ALICANTE ROAD; 2015-09-25HUNSAKER ^ASSOCIATES SAN DIECO, INC. PLANNING ENGINEERING SURVEYING IRVINE RIVERSIDE SAN DIEGO DRAINAGE STUDY for ALICANTE ROAD City of Carlsbad, California Prepared for Lennar Communities 5780 Fleet Street, Suite 300 Carlsbad, CA 92008 w.o. 2167-4 June 20, 2003 Hunsaker & Associates San Diego, Inc. DAVE HAMMAR LEX WILLIMAN ALISA VIALPANDO DANA SEGUIN lond L. IVIartin, R.C.E. Project IVIanager 10179 Huennekens St. San Diego, CA 92121 (858) 558-4500 PH (858)558-1414 FX www.HunsakerSD.com lnfo@HunsakerSD.com AH:AH h:\repoi1s\2167\4\a04.doc w.o. 2167-4 6/19/03 11:11 AM Alicante Road Drainage Study TABLE OF CONTENTS CHAPTER Executive Summary I - Introduction - Vicinity Map - Existing Conditions - Broposed Conditions - Summary of Results - References Methodology - Rational Method Hydrologic Analysis - storm Drain Capacity Analysis Hydrologic Analysis III - 100-Year, 6-Hour Rainfall Isopluvial Map . - 100-Year, 6-Hour Interim Condition AES Model Output - 100-Year, 6-Hour Developed Condition Hydrology Analysis Hydraulic Analysis IV - Interim Condition StormCAD Output - Developed Condition StormCAD Output Inlet and Catch Basin Sizing V Brow Ditch Design and Swaie Analysis VI Headwater Depth Caiculations Vll AH:AH h:\reports\2ie7\4\a04.doc w.o. 2167-4 6/W03 4:42 PM Alicante Road Drainage Study Attachments Vlll - Intensity-Duration Design Chart - Nomograph for Determination of Time of Concentration (Tc) for Natural Watersheds - Rational Formula - Overland Time of Flow Nomograph - Runoff Coefficients for Urban Areas - Excerpts from Bressi Ranch Drainage Report - Existing Condition - Excerpts from Bressi Ranch Drainage Report - Ultimate Condition - Portion of Grading Design & Brow Ditch Detail from Bressi Ranch Hydrology Maps IX - Interim Condition Hydrology Map - Developed Condition Hydrology Map AH:AH h:\reports\2167\4\a04.doc w.o. 2167-4 6/18/03 4:42 PM Alicante Road Drainage Study Introduction EXECUTIVE SUMMARY The proposed improvements on Alicante Road are located between Palomar Airport Road and Alga Road, north of the intersection of the proposed extensions of Poinsettia Road and Alicante Road, in the City of Carlsbad, California (see Vicinity Map below). This hydrology study will address: • 10O-year peak flow rates for interim and developed conditions • Storm drain hydraulic analysis • Inlet and catch basin sizing • Headwater depth (for pipes with inlet control) calculations • Brow ditch design and swale analysis PROJECT SITE OF UARCOS VICINITYMAF N.T.S. AH:AH h:\r9ports\2167U\a04.doc w.o. 2167-4 6^18/03 4:42 PM Alicante Road Drainage Study Existing Conditions Located in the Batiquitos watershed, the site currently consists of undisturbed terrain covered with natural vegetation. Runoff from the undeveloped site drains naturally into an unnamed tributary of San Marcos Creek, which flows in a south and then westerly direction eventually discharging into Batiquitos Lagoon. Offsite runoff flowing from two different locations from the Bressi Ranch development to the north and east currently drains through the project site area en route to the tributary of San Marcos Creek. Peak flow data from the adjacent development, summarized in Table 1 below, was obtained from the referenced "Preliminary Drainage Report for Bressi Ranch' prepared by Project Design Consultants and revised in August 2002 (see Attachments in Chapter 8). TABLE 1 Offsite Runoff to the Alicante Road Site Area Offsite Runoff Location Drainage Area A (ac) 100-Year Peak Flow Q (cfs) Time of Concentration Tc (min) Node 100 22.3 36.4 20.3 Node 107 4.0 7.2 14.2 Total 26.3 42.6 n/a Proposed Condition Development of the site will include the construction of a two-lane street along with its associated sidewalks, utilities, and internal storm drainage systems. Runoff from the site will be conveyed by one storm drain system, which will tie into an existing 84-inch RCP per Drawing No. 397-2F prepared by O'Day Consultants (see References at the end of this chapter). This storm drain line discharges all runoff into a detention basin north of La Costa Greens Planning Area 1.8 and southeast of the intersection of the proposed extensions of Poinsettia Road and Alicante Road. As part of the "Master Drainage Study for La Costa Greens" prepared by Hunsaker & Associates, the detention basin will be sized to mitigate all 100-year peak flows discharging into it. All runoff from the detention basin will flow through two 8-foot by 5-foot reinforced concrete box culverts (RCBC) into its pre-developed flow path en route to San Marcos Creek and Batiquitos Lagoon, resulting in no diversion. AH:AH h:\r9ports\2167\4\a04.doo w.o. 2167-4 e/iaf03 4:42 PM Alicante Road Drainage Study Summary of Results Two separate rational method analyses were performed for this project; an interim condition study and a developed condition analysis. The interim condition study assumes no development from La Costa Greens Planning Area 1.6, located east of the proposed Alicante Road; thus, a runoff coefficient of 0,35 was used for the undeveloped, offsite areas. Meanwhile, a runoff coefficient of 0.95 was used for the roadway and 0.70 for newly graded areas. For the developed condition analysis, it was assumed that development of La Costa Greens Planning Area 1.6 has been completed. Hence, a runoff coefficient of 0.57 was assumed for developed areas to the east of the road based on a minimum lot size of 6,000 square feet (approximately 7.3 dwelling units per acre) per the "Villages of La Costa Master Plari'. Also, a runoff coefficient of 0.95 was assumed for the street, 0.70 for newly graded areas, and 0.35 for all natural terrain. Weighted runoff coefficients were used for both analyses in areas that contained a combination of land uses. All runoff coefficients are based on the "San Diego County Hydrology Manual' runoff coefficients for the corresponding land usage and soil type "D" (see Attachments in Chapters). Offsite runoff from Bressi Ranch is discharged from two locations east of Alicante Road. Per the "Preliminary Drainage Report for Bressi Ranch', existing condition flows are greater than ultimate condition flows. However, ultimate condition data for Bressi Ranch is used for both interim and developed condition analyses of Alicante Road due to the fact that the same developer, Lennar Communities, is responsible for both projects; thus, both are being planned in conjunction (see Chapter 8 for excerpts of the "Preliminary Drainage Report for Bressi Ranch'). Table 2 below summarizes the interim and developed condition hydrologic results at the outlet locations (AES hydrologic data located in Chapters 2 and 3). Watershed delineations are depicted on the Interim Condition and Developed Condition Hydrology Maps located in Chapter 9. TABLE 2 Summary of Hydrologic Results - Interim and Developed Condition —-— Interim Condition Developed Condition Basin Node Number Flow, Q (cfs) Area, A (ac) Tc (min) Flow, Q (cfs) Area, A (ac) Tc (min) 1 100 65.8 40.8 22.7 97.7 56.3 22.1 2 200 0.8 0.5 12.0 n/a n/a n/a 3 300 17.9 13.3 13.9 6.2 4.2 12.2 Total 84.5 54.6 n/a 103.9 60.5 n/a AH:AH h:\reporls\2167\4\a04.doc w.o. 2167-4 6/18(03 4:42 PM Alicante Road Drainage Study After full development of the site, runoff increases by 23.0%, while the drainage area increases by 10.8%. Development of the site will not cause any diversion since all runoff, both in interim and developed conditions, drains into the detention basin previously mentioned en route to Batiquitos Lagoon. For the hydraulic portion of this report, all pipes were analyzed with the StormCAD software. Using a starting downstream water surface elevation, the program calculated the hydraulic grade line for the RCP storm drain system. The storm drain system was analyzed for the 10O-year frequency storm and was sized for the hydrologic condition that produced the larger flow (see Chapter 4). Four inlets were sized to collect runoff on Alicante Road and since equal flows were produced on both interim and developed condition analyses along the street, either study could be used. Also, one catch basin was sized based on the interim condition study, which produced the largest flow at the catch basin's location (see Chapter 5). Seven proposed and two existing brow ditches were sized. The existing Bressi Ranch brow ditch was analyzed to ensure that it could handle the flow east of Alicante Road, which drains into the existing brow ditch, as well as the flow it already contains. This situation occurs in interim condition only, given that in developed condition the area east of Alicante Road, which contributes to this brow ditch, will be regraded (see Attachments in Chapter 8 for Bressi Ranch brow ditch detail). Another existing brow ditch. Brow Ditch 8, was analyzed to ensure that overtopping does not occur. All the other brow ditches were sized for the hydrologic condition that produced the larger flow. The flow conveyed in all of the recommended brow ditches was determined to be considerably less than the maximum capacity they can handle after allowing a freeboard of 6-inches. A swale on the temporary slopes to the east of Alicante Road was also analyzed to ensure that the velocity did not exceed 6.0 fps. The current velocity in the swale is 2.09 fps (see Chapter 6). Finally, one headwall entrance was analyzed to ensure that the headwater elevation was below the proposed road after allowing a freeboard of at least 2-feet; thus, confirming that overtopping of the street does not occur (see Chapter 7). AH:AH h:\reports\2167\4\a04.doc w.o. 2167-4 e/ia/03 4:42 PM Alicante Road Drainage Study References San Diego County Hydrology Manual. County of San Diego. Updated September 2001. Standards for Design & Construction of Public Works Improvements in the City of Carlsbad. City of Carlsbad. April 1993. City of San Diego Regional Standard Drawings. City of San Diego. March 2000. Hydraulic Design of Energy Dissipators for Culverts and Channels. Hydraulic Engineering Circular No. 14. U.S. Department of Transportation - Federal Highway Administration. September 1983. Hydrology and Hydraulics Studies for La Costa Greens in Carlsbad. Howard H. Chang Consultants. Submitted August 1998. Villages of La Costa Master Plan. O'Day Consultants. Revised May 2001. Improvement Plans for La Costa Greens - Alicante Road (North). Drawing No. 397- 2F. O'Day Consultants. January 2003. Preliminary Drainage Report for Bressi Ranch. Lennar Communities. Revised March 2000 and August 2002. Master Drainage Study for La Costa Greens. Hunsaker & Associates. In progress. AH:AH h:\r9ports\2167U\a04.doc w.o. 2167^ 6/1 a/03 4:42 PM Alicante Road Drainage Study CHAPTER 2 METHODOLOGY AH:AH h:\reports\2167W\a04.doc w.o. 2167-4 6/18/03 4:42 PM Alicante Road Drainage Study METHODOLOGY Rational Method Hvdrologic Analvsis Computer Software Package - AES-99 Design Storm -10O-year return interval Land Use— Single-family residential and Commercial/Industrial onsite; mostly natural areas offsite Soil Type - Hydrologic soil group D was assumed for ail areas. Group D soils have very slow infiltration rates when thoroughly wetted. Consisting chiefly of clay soils with a high swelling potential, soils with a high permanent water table, soils with clay pan or clay layer at or near the surface, and shallow soils over nearly impervious materials. Group D soils have a very slow rate of water transmission. Runoff Coefficient - In accordance with the County of San Diego standards, residential areas with impervious areas percentages approaching 80 percent are assigned a runoff coefficient of 0.70 while natural areas are designated a runoff coefficient of 0.35. When a watershed encompasses solely pavement conditions, a runoff coefficient of 0.95 was selected. Weighed runoff coefficients are used where a combination of land uses is present. Rainfall Intensity - Initial time of concentration values for onsite areas were determined using the County of San Diego's overland flow nomograph for urban areas. Downstream Tc values are determined by adding the initial subbasin time of concentration and the downstream routing time. Intensity values were determined from the Intensity-Duration design chart from the County of San Diego's Drainage Design Manual. Precipitation values correspond to the 100-year, 6-hour design storm. 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. AH:AH h.\repo[ts\2167\4\a04.doc w.o. 2167-4 6/18/03 4:42 PM Alicante Road Drainage Study 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-99 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. AH:AH h:\reports\2167\4\a04.doc w.o. 2167-4 6/18/03 4:42 PM Alicante Road Drainage Study (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 (la/lb); 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 AH:AH h:\reports\2167U\a04.doc w.o, 2167-4 6(18/03 4:42 PM Alicante Road Drainage Study Storm Drain Caoacitv Analvsis Computer Software - StormCAD Design Storm - 10O-year return interval Storm drain systems in this analysis were sized to prevent street flooding and to predict outlet velocities to receiving channels. The StormCAD computer program, developed by Haested Methods, was used to predict hydraulic grade lines, pipe flow travel timgs, and velocities in the storm drain systems. Required input includes the peak flowrate at each inlet, upstream and downstream inverts, pipe lengths, and rim elevations. Flow calculations are valid for both pressure and varied flow situations, including hydraulic jumps, backwater, and drawdown curves. The gravity network solution is solved using a numerical model that utilizes both the direct step and standard step gradually varied flow methods. Junction losses are modeled using the standard method, which calculates structure headloss based on the structure's exit velocity (velocity at the upstream end of the downstream pipe). The exit velocity head is multiplied by a user-entered coefficient to determine the loss according to the following formula... Hs = K*Vo'/2g Where Hs = structure headloss (ft.) K = headloss coefficient Vo = exit pipe velocity (ft/s) G = gravitational acceleration (ft/s^) Typical headloss coefficients used for the standard method range from 0.5 to 1.0 depending on the number of pipes meeting at the junction and the confluence angle. For a trunkline only with no bend at the junction, a headloss coefficient of 0.5 is selected. For three or more entrance lines confluencing at a junction, a value of 1.0 is selected. AH:AH h:\report8\2167\4\a04.(lac w.o. 2167-4 6f18103 4:42 PM Alicante Road Drainage Study CHAPTER 3 HYDROLOGIC ANALYSIS 100-Year, 6-Hour Ramfall Isopluvial Map AH:AH h:\reports\2167U\a04.doo w.o. 2167-4 6f18/03 4:42 PM Alicante Road Drainage Study CHAPTER 3 HYDROLOGIC ANALYSIS 100-Year, 6-Hour Interim Condition AES Model Output AH:AH h:\reports\2167M\a04.doc w.o.2167.4 6/18/03 4:42 PM ********************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-99 Advanced Engineering Softvrare (aes) Ver. 1.5A Release Date: 01/01/99 License ID 1239 Analysis prepared by: Hunsaker & Associates San Diego, Inc. 10179 Huennekens Street San Diego, California (619) 558-4500 Planning Engineering Surveying ************************** DESCRIPTION OF STUDY ************************** * ALICANTE ROAD * * lOO-YEAR HYDROLOGY ANALYSIS - INTERIM CONDITION * * W.0.# 2167-004 * ************************************************************************** FILE NAME: H:\AES99\2167\4\INT100.DAT TIME/DATE OF STUDY: 20:56 5/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED BEGIN BASIN 1 - NODE SERIES 100 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 101.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 2 0.30 RAIN INTENSITY(INCH/HOUR) =2.99 TOTAL AREA(ACRES) = 22.30 TOTAL RUNOFF(CFS) = 36.40 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 216.00 DOWNSTREAM NODE ELEVATION = 190.34 CHANNEL LENGTH THRU SUBAREA (FEET) = 622.00 CHANNEL SLOPE = 0.0413 CHANNEL FLOW THRU SUBAREA(CFS) = 3 6.40 FLOW VELOCITY(FEET/SEC) = 7.18 (PER PLATE D-6.1) TRAVEL TIME(MIN.) = 1.44 TC(MIN.) = 21.74 ******************************************************************^^^^.j^^^^^^ FLOW PROCfi'SS FROM NODE 102.00 TO NODE 102.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.859 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .3900 SUBAREA AREA(ACRES) = 6.73 SUBAREA RUNOFF(CFS) = 7.50 TOTAL AREA(ACRES) = 29.03 TOTAL RUNOFF(CFS) = 43.90 TC(MIN) = 21.74 **********************************************************************^^^.j^.,^^ FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.859 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4400 SUBAREA AREA(ACRES) = 0.91 SUBAREA RUNOFF(CFS) = 1.14 TOTAL AREA(ACRES) = 2 9.94 TOTAL RUNOFF(CFS) = 45.05 TC(MIN) = 21.74 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 112.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< »>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSUKE FLOW)<<<<< DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.9 UPSTREAM NODE ELEVATION = 190.34 DOWNSTREAM NODE ELEVATION = 189.00 FLOWLENGTH(FEET) = 125.00 MANNING'S N = 0.015 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 45.05 TRAVEL TIME(MIN.) = 0.24 TC(MIN.) = 21.98 **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 21.98 RAINFALL INTENSITY(INCH/HR) = 2.84 TOTAL STREAM AREA(ACRES) = 29.94 PEAK FLOW RATE(CFS) AT CONFLUENCE = 45.05 *******************************************************************.j^^j^^.^^^^^ FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 7 >>>>>USER "SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.20 RAIN INTENSITY(INCH/HOUR) = 3.76 TOTAL AREA(ACRES) = 4.00 TOTAL RUNOFF(CFS) = 7.2 0 ************************************************************************.j^^^.j^ FLOW PROCESS FROM NODE 107.00 TO NODE 112.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<«<< UPSTREAM NODE ELEVATION = 210.00 DOWNSTREAM NODE ELEVATION = 189.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 365.00 CHANNEL SLOPE = 0.0575 CHANNEL FLOW THRU SUBAREA(CFS) = 7.20 FLOW VELOCITY(FEET/SEC) = 5.52 (PER PLATE D-6.1) TRAVEL TIME(MIN.) = 1.10 TC(MIN.) = 15.3 0 ***********************************************************************^^^^^ FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.586 *USER SPECIFIED(SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4400 SUBAREA AREA(ACRES) = 2.47 SUBAREA RUNOFF(CFS) = 3.90 TOTAL AREA(ACRES) = 6.47 TOTAL RTJNOFF(CFS) = 11.10 TC(MIN) = 15.3 0 **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.3 0 RAINFALL INTENSITY(INCH/HR) = 3.5 9 TOTAL STREAM AREA(ACRES) = 6.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.10 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 45.05 21.98 2.839 29.94 2 11.10 15.30 3.586 6.47 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FlTOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 46.76 15.30 3.586 2 53.83 21.98 2.839 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 53.83 Tc(MIN.) = 21.98 TOTAL AREA(ACRES) = 36.41 ******************************************************************,^.j^^.,^.^^^^.^^ FLOW PROCESS FROM NODE 112.00 TO NODE 114.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 3 0.0 INCH PIPE IS 21.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14,6 UPSTREAM NODE ELEVATION = 189.00 DOWNSTREAM NODE ELEVATION = 187.50 FLOWLENGTH(FEET) = 55.40 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 53.83 TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 22.04 **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 116.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .7800 INITIAL SUBAREA FLOW-LENGTH = 447.00 UPSTREAM ELEVATION = 244.00 DOWNSTREAM ELEVATION = 221.00 ELEVATION DIFFERENCE = 23.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.054 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.908 SUBAREA RUNOFF(CFS) = 5.71 TOTAL AREA(ACRES) = 1.24 TOTAL RUNOFF(CFS) = 5.71 ******************************************************************^^^.^^^^^^^^ FLOW PROCESS FROM NODE 116.00 TO NODE 117.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 221.00 DOWNSTREAM ELEVATION = 202.00 STREET LENGTH(FEET) = 484.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 2 0.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 6.94 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.36 HALFSTREET FLOODWIDTH(FEET) = 11.62 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.73 PRODUCT OF DEPTH&VELOCITY = 1.70 STREETFLOW TRAVELTIME(MIN) = 1.70 TC(MIN) = 8.76 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.139 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .8700 SUBAREA AREA(ACRES) = 0.55 SUBAREA RUNOFF(CFS) = 2.46 SUMMED AREA(ACRES) = 1.79 TOTAL RUNOFF(CFS) = 8.17 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.37 HALFSTREET FLOODWIDTH(FEET) =12.20 FLOW VELOCITY(FEET/SEC.) = 5.09 DEPTH*VELOCITY = 1.8 8 ************************************************************** ****.j^^^^^j^^^^^ FLOW PROCESS FROM NODE 117.00 TO NODE 118.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) =8.3 UPSTREAM NODE ELEVATION = 192.54 DOWNSTREAM NODE ELEVATION = 191.94 FLOWLENGTH(FEET) = 29.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 8.17 TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 8.82 *********************************************************************^^^^^^^ FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 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.) = 8.82 RAINFALL INTENSITY(INCH/HR) = 5.12 TOTAL STREAM AREA(ACRES) = 1.79 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.17 **************************************************************************** FLOW PROCESS FROM NODE 119.00 TO NODE 120.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH = 461.00 UPSTREAM ELEVATION = 245.00 DOWNSTREAM ELEVATION = 221.00 ELEVATION DIFFERENCE = 24.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.345 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100"YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 2.62 TOTAL AREA(ACRES) = 0.42 TOTAL RUNOFF(CFS) = 2.62 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 2 21.00 DOWNSTREAM ELEVATION = 202.00 STREET LENGTH(FEET) = 476.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OLTTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.76 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.30 HALFSTREET FLOODWIDTH(FEET) = 8.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.27 PRODUCT OF DEPTH&VELOCITY = 1.2 9 STREETFLOW TRAVELTIME(MIN) = 1.86 TC(MIN) = 7.86 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.512 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 0.44 SUBAREA RUNOFF(CFS) = 2.30 SUMMED AREA(ACRES) = 0.86 TOTAL RUNOFF(CFS) = 4.92 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.32 HALFSTREET FLOODWIDTH(FEET) = 9.88 FLOW VELOCITY(FEET/SEC.) = 4.49 DEPTH*VELOCITY = 1.46 **************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 118.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.4 UPSTREAM NODE ELEVATION = 192.09 DOWNSTREAM NODE ELEVATION = 191.94 FLOWLENGTH(FEET) = 7.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.92 TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 7.87 **************************************************************************** FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 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.) = 7.87 RAINFALL INTENSITY(INCH/HR) = 5.50 TOTAL STREAM AREA(ACRES) = 0.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.92 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.17 8.82 5.117 1.79 2 4.92 7.87 5.505 0.86 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 12.52 7.87 5.505 2 12.75 8.82 5.117 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.75 Tc(MIN.) = 8.82 TOTAL AREA(ACRES) 2 .65 ******************************************************************** ******** FLOW PROCESS FROM NODE 118.00 TO NODE 114.00 IS CODE = >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) =12.0 UPSTREAM NODE ELEVATION = 191.61 DOWNSTREAI? NODE ELEVATION = 189.00 FLOWLENGTH(FEET) = 64.02 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) =12.75 TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 8.91 *************************************************************************j FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM NUMBER 1 RUNOFF (CFS) 12.75 Tc (MIN.) 8.91 INTENSITY (INCH/HOUR) 5.084 AREA (ACRE) 2.65 ** MEMORY BANK # STREAM RUNOFF NUMBER (CFS) 1 53.83 1 CONFLUENCE DATA ** Tc (MIN.) 22.04 INTENSITY (INCH/HOUR) 2.833 AREA (ACRE) 36.41 ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 RUNOFF (CFS) 42 .75 60 . 94 Tc (MIN.) 8.91 22 . 04 INTENSITY [INCH/HOUR) 5.084 2 . 833 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS; PEAK FLOW RATE(CFS) = 60.94 Tc(MIN.) = TOTAL AREA(ACRES) = 3 9.06 22 .04 **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE >>>>>CLEAR MEMORY BANK # 1 <<<<< 114.00 IS CODE = 12 **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 122.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 20.6 UPSTREAM NODE ELEVATION = 187.17 DOWNSTREAM NODE ELEVATION = 169.3 0 FLOWLENGTH(FEET) = 289.07 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 60.94 TRAVEL TIME(MIN.) = 0.23 TC(MIN.) = 22.28 ***********#'***********************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 122.00 TO NODE 123.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 21.6 UPSTREAM NODE ELEVATION = 168.97 DOWNSTREAM NODE ELEVATION = 151.15 FLOWLENGTH(FEET) = 255.03 MANNING'S N =0.013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 60.94 TRAVEL TIME(MIN.) = 0.20 TC(MIN.) = 22.47 *****************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 123.00 TO NODE 100.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 18.3 UPSTREAM NODE ELEVATION = 150.82 DOWNSTREAM NODE ELEVATION = 13 7.15 FLOWLENGTH(FEET) = 290.30 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 60.94 TRAVEL TIME(MIN.) = 0.27 TC(MIN.) = 22.74 *****************************************^^^^^^^^^^^^j^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 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.) = 22.74 RAINFALL INTENSITY(INCH/HR) = 2.78 TOTAL STREAM AREA(ACRES) = 3 9.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 60.94 ****************************************^^JJ,^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 125.00 TO NODE 126.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .8400 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 2 02.00 DOWNSTREAM ELEVATION = 170.00 ELEVATION DIFFERENCE = 32.00 URBAN SUBiUlEA OVERLAND TIME OF FLOW(MINUTES) = 5.637 *CAUTION: "sUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 3.2 0 TOTAL AREA(ACRES) = 0.58 TOTAL RUNOFF(CFS) = 3.2 0 *********************************************j^^jj.^,^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 126.00 TO NODE 127.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 170.00 DOWNSTREAM ELEVATION = 155.00 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.02 0 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.17 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.31 HALFSTREET FLOODWIDTH(FEET) = 9.30 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.24 PRODUCT OF DEPTH&VELOCITY = 1.32 STREETFLOW TRAVELTIME(MIN) = 1.57 TC(MIN) = 7.57 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.645 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9100 SUBAREA AREA(ACRES) = 0.38 SUBAREA RUNOFF(CFS) = 1.95 SUMMED AREA(ACRES) = 0.96 TOTAL RUNOFF(CFS) = 5.15 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.34 HALFSTREET FLOODWIDTH(FEET) = 10.46 FLOW VELOCITY(FEET/SEC.) = 4.25 DEPTH*VELOCITY = 1.42 **********************************************^^j^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 127.00 TO NODE 100.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.7 UPSTREAM NODE ELEVATION = 141.23 DOWNSTREAM NODE ELEVATION = 13 8.15 FLOWLENGTH(FEET) = 27.24 MANNING'S N =0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.15 TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 7.60 ********************************************************^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 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.) = 7.60 RAINFALL INTENSITY(INCH/HR) = 5.63 TOTAL STREAM AREA(ACRES) = 0.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.15 **********************************************************^^j^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 131.00 TO NODE 132.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH = 475.00 UPSTREAM ELEVATION = 2 02.00 DOWNSTREAM ELEVATION = 170.00 ELEVATION DIFFERENCE = 32.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.116 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 2.62 TOTAL AREA(ACRES) = 0.42 TOTAL RUNOFF(CFS) = 2.62 ***********************************************************.^.J^^J^.J^.^^.J^^^^^^^^^^^ FLOW PROCESS FROM NODE 132.00 TO NODE 133.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 170.00 DOWNSTREAM ELEVATION = 155.00 STREET LENGTH(FEET) = 410.00 CURB HEIGHT{INCHES) = 6. STREET HALFWIDTH(FEET) = 2 0.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.5 0 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.67 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.3 0 HALFSTREET FLOODWIDTH(FEET) = 8.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.18 PRODUCT OF DEPTH&VELOCITY = 1.2 6 STREETFLOW TRAVELTIME(MIN) = 1.64 TC(MIN) = 7.64 100 YEAR "TlAINFALL INTENSITY (INCH/HOUR) = 5.614 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 2.13 SUMMED AREA(ACRES) = 0.82 TOTAL RUNOFF(CFS) = 4.75 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.88 FLOW VELOCITY(FEET/SEC.) = 4.34 DEPTH*VELOCITY = 1.41 **************************************************************************** FLOW PROCESS FROM NODE 133.00 TO NODE 100. OO IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.1 UPSTREAM NODE ELEVATION = 13 8.75 DOWNSTREAM NODE ELEVATION = 138.65 FLOWLENGTH(FEET) = 5.26 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.75 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 7.65 **************************************************************************** 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 = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 7.65 RAINFALL INTENSITY(INCH/HR) = 5.61 TOTAL STREAM AREA(ACRES) = 0.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.75 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 60.94 22.74 2.777 39.06 2 5.15 7.60 5.629 0.96 3 4.75 7.65 5.608 0.82 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 39.95 7.60 5.629 2 40.06 7.65 5.608 3 65.83 22.74 2.777 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 65.83 Tc(MIN.) = 22.74 TOTAL AREA(ACRES) = 4 0.84 + + I END OF BASIN 1 - NODE SERIES 100 I I I I BEGIN BASIN 2 - NODE SERIES 2 00 j + + **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 11.34(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 270.00 UPSTREAM ELEVATION = 310.00 DOWNSTREAM ELEVATION = 279.20 ELEVATION DIFFERENCE = 30.80 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.350 SUBAREA RUNOFF(CFS) = 0.82 TOTAL AREA(ACRES) = 0.54 TOTAL RUNOFF(CFS) = 0.82 **************************************************************************** FLOW PROCESS FROM NODE 2 02.00 TO NODE 2 00.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 3.8 UPSTREAM NODE ELEVATION = 279.20 DOWNSTREAM NODE ELEVATION = 2 76.63 FLOWLENGTH(FEET) = 143.00 MANNING'S N = 0.015 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA{CFS) = 0.82 TRAVEL TIME(MIN.) = 0.63 TC(MIN.) = 11.97 + ^ I END BASIN 2 - NODE SERIES 200 I I I I BEGIN BASIN 3 - NODE SERIES 300 j + ^ **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPEC?TFIED (SUBAREA) : RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 13.53(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 2 95.00 DOWNSTREAM ELEVATION = 168.00 ELEVATION DIFFERENCE = 127.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.882 SUBAREA RUNOFF(CFS) = 9.43 TOTAL AREA(ACRES) = 6.94 TOTAL RUNOFF(CFS) = 9.43 **************************************************************************** FLOW PROCESS FROM NODE 3 02.00 TO NODE 300.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.5 UPSTREAM NODE ELEVATION = 168.0 0 DOWNSTREAM NODE ELEVATION = 153.00 FLOWLENGTH(FEET) = 257.00 MANNING'S N = 0.015 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 9.43 TRAVEL TIME(MIN.) = 0.37 TC(MIN.) = 13.90 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.815 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3500 SUBAREA AREA(ACRES) = 4.4 8 SUBAREA RUNOFF(CFS) = 5.98 TOTAL AREA(ACRES) = 11.42 TOTAL RUNOFF(CFS) = 15.41 TC(MIN) = 13.90 **************************************************************************** FLOW PROCESS FROM NODE 3 00.0 0 TO NODE 3 0 0.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.815 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3500 SUBAREA AREA(ACRES) = 1.85 SUBAREA RUNOFF(CFS) = 2.47 TOTAL AREA(ACRES) = 13.27 TOTAL RUNOFF(CFS) = 17.88 TC(MIN) = 13.90 + :: ^ I I I END BASIN'S - NODE SERIES 300 I I + END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 17.88 Tc(MIN.) = 13.90 TOTAL AREA(ACRES) = 13.27 END OF RATIONAL METHOD ANALYSIS 1 --t- Alicante Road Drainage Study CHAPTER 3 HYDROLOGIC ANALYSIS 100-Year, 6-Hour Developed Condition AES Model Output AH:AH h:\r8poits\2167M\a04.doc w.o. 2167-4 6/16/03 4:42 PM ***************************************************************************^ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-99 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/99 License ID 1239 Analysis prepared by: Hunsaker & Associates San Diego, Inc. 10179 Huennekens Street San Diego, California (619) 558-4500 Planning Engineering Surveying ************************** DESCRIPTION OF STUDY ************************** * ALICANTE ROAD * * lOO-YEAR HYDROLOGY ANALYSIS - DEVELOPED CONDITION * * W.0.# 2167-004 * ************************************************************************** FILE NAME: H:\AES99\2167\4\DEV100.DAT TIME/DATE OF STUDY: 21: 5 5/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED BEGIN BASIN 1 - NODE SERIES 100 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 101.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 20.30 RAIN INTENSITY(INCH/HOUR) = 2.99 TOTAL AREA(ACRES) = 22.30 TOTAL RUNOFF(CFS) = 36.40 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 20.6 UPSTREAM NODE ELEVATION = 235.00 DOWNSTREAM NODE ELEVATION = 2 00.00 FLOWLENGTH(FEET) = 400.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 36.40 TRAVEL TIME(MIN.) = 0.32 TC(MIN.) =20.62 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 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.) =2 0.62 RAINFALL INTENSITY(INCH/HR) = 2.96 TOTAL STREAM AREA(ACRES) = 22.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 36.40 **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 INITIAL SUBAREA FLOW-LENGTH = 440.00 UPSTREAM ELEVATION = 286.00 DOWNSTREAM ELEVATION = 243.0 0 ELEVATION DIFFERENCE =43.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.361 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.923 SUBAREA RUNOFF(CFS) = 13.05 TOTAL AREA(ACRES) = 4.65 TOTAL RUNOFF(CFS) = 13.05 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.9 UPSTREAM NODE ELEVATION = 243.00 DOWNSTREAM NODE ELEVATION = 219.00 FLOWLENGTH(FEET) = 210.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 13.05 TRAVEL TIME(MIN.) = 0.2 0 TC(MIN.) = 9.56 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FL0W<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.858 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 SUBAREA Ai'EA( ACRES) = 2.08 SUBAREA RUNOFF (CFS) = 5.76 TOTAL AREA(ACRES) = 6.73 TOTAL RUNOFF(CFS) = 18.81 TC(MIN) = 9.56 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 102.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 23.2 UPSTREAM NODE ELEVATION = 209.00 DOWNSTREAM NODE ELEVATION = 200.00 FLOWLENGTH(FEET) = 5 0.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 18.81 TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 9.59 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 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.) = 9.5 9 RAINFALL INTENSITY(INCH/HR) = 4.85 TOTAL STREAM AREA(ACRES) = 6.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.81 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 36.40 20.62 2.958 22.30 2 18.81 9.59 4.846 6.73 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 41.03 9.59 4.846 2 47.88 20.62 2.958 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 47.88 Tc(MIN.) = 20.62 TOTAL AREA(ACRES) = 2 9.03 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 106.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<<<< DEPTH OF FLOW IN 3 0.0 INCH PIPE IS 2 0.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.6 UPSTREAM NODE ELEVATION = 2 00.00 DOWNSTREAM NODE ELEVATION = 190.00 FLOWLENGTH(FEET) = 420.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 47.88 TRAVEL TIME(MIN.) = 0.52 TC(MIN.) = 21.14 **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 21.14 RAINFALL INTENSITY(INCH/HR) = 2.91 TOTAL STREAM AREA(ACRES) = 2 9.03 PEAK FLOW RATE(CFS) AT CONFLUENCE = 47.88 **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.20 RAIN INTENSITY(INCH/HOUR) = 3.76 TOTAL AREA(ACRES) = 4.00 TOTAL RUNOFF(CFS) = 7.20 **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 106.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.7 UPSTREAM NODE ELEVATION = 215.00 DOWNSTREAM NODE ELEVATION = 190.00 FLOWLENGTH(FEET) = 200.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 7.2 0 TRAVEL TIME(MIN.) = 0.21 TC(MIN.) = 14.41 **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 >>>>>DESI(?NATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.41 RAINFALL INTENSITY(INCH/HR) = 3.73 TOTAL STREAM AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.20 **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 INITIAL SUBAREA FLOW-LENGTH = 470.00 UPSTREAM ELEVATION = 258.00 DOWNSTREAM ELEVATION = 245.00 ELEVATION DIFFERENCE = 13.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.734 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.674 SUBAREA RUNOFF(CFS) = 5.88 TOTAL AREA(ACRES) = 2.81 TOTAL RUNOFF(CFS) = 5.8 8 **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.1 UPSTREAM NODE ELEVATION = 245.00 DOWNSTREAM NODE ELEVATION = 234.00 FLOWLENGTH(FEET) = 655.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.0 0 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.88 TRAVEL TIME(MIN.) = 1.53 TC(MIN.) = 16.26 ********************************************************^^.JJ..J^.J^^^^,^^^^^^^^^^^^ FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.447 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 SUBAREA AREA(ACRES) = 10.11 SUBAREA RUNOFF(CFS) = 19.87 TOTAL AREA(ACRES) = 12.92 TOTAL RUNOFF(CFS) = 25.75 TC(MIN) = 16.26 ******************************************************^*^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 110.00 TO NODE 106.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< »>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 18.0 UPSTREAM NODE ELEVATION = 225.00 DOWNSTREAM NODE ELEVATION = 190.00 FLOWLENGTH(FEET) = 440.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 25.75 TRAVEL TIME(MIN.) = 0.41 TC(MIN.) = 16.67 *****************************************************^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 4 CONFLtffiNCE VALtreS USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 16.67 RAINFALL INTENSITY(INCH/HR) = 3.3 9 TOTAL STREAM AREA(ACRES) = 12.92 PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.75 ***************************************************^^^^^^^^^^j^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 111.00 TO NODE 106.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 INITIAL SUBAREA FLOW-LENGTH = 3 75.00 UPSTREAM ELEVATION = 2 3 0.00 DOWNSTREAM ELEVATION = 2 00.00 ELEVATION DIFFERENCE = 30.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.238 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.965 SUBAREA RUNOFF(CFS) = 15.74 TOTAL AREA(ACRES) = 5.56 TOTAL RUNOFF(CFS) 15 .74 **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 9.24 RAINFALL INTENSITY(INCH/HR) = 4.97 TOTAL STREAM AREA(ACRES) = 5.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.74 4 ARE: ** CONFLUENCE DATA ** STREAM NUMBER 1 2 3 4 RUNOFF (CFS) 47 .88 7 .20 25 .75 15 .74 Tc (MIN.) 21.14 14 .41 16.67 9.24 INTENSITY (INCH/HOUR) 2.911 3 .727 3 .393 4.965 AREA (ACRE) 29.03 4.00 12.92 5.56 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMX^iA USED FOR 4 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 3 4 RUNOFF (CFS) 66.81 79.86 84.14 84.82 Tc (MIN. ) 9.24 14 .41 16.67 21.14 INTENSITY (INCH/HOUR) 4.965 3 .727 3 .393 2.911 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 84.82 Tc(MIN.) = TOTAL AREA(ACRES) = 51.51 21.14 **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 112.00 IS CODE >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.5 INCHES PIPEFLOW VELOCITY(FEET/SEC. UPSTREAM NODE ELEVATION = DOWNSTREAM NODE ELEVATION = FLOWLENGTH(FEET) = 150.00 ESTIMATED PIPE DIAMETER(INCH PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(MIN.) = 0.2 6 9.6 190.00 189 . 00 MANNING'S = 45.00 84 . 82 TC(MIN.) = 21.40 N = 0.013 NUMBER OF PIPES = **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 21.40 RAINFALL INTENSITY(INCH/HR) = 2.89 TOTAL STREAM AREA(ACRES) = 51.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 84.82 **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 112.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5700 INITIAL SUBAREA FLOW-LENGTH = 180.00 UPSTREAM ELEVATION = 196.00 DOWNSTREAM ELEVATION = 189.00 ELEVATION DIFFERENCE = 7.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.13 9 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. .100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.388 SUBAREA RUNOFF(CFS) = 1.23 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 1.23 **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 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.) = 8.14 RAINFALL INTENSITY(INCH/HR) = 5.3 9 TOTAL STREAM AREA(ACRES) = 0.4 0 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.2 3 ** CONFLtJENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 84.82 21.40 2.888 51.51 2 1.23 8.14 5.388 0.40 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 46.70 8.14 5.388 2 85.48 21.40 2.888 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 85.48 Tc(MIN.) = 21.40 TOTAL AREA(ACRES) = 51.91 **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 114.00 IS CODE = 3 >>>>>COMPIJTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 3 6.0 INCH PIPE IS 24.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.4 UPSTREAM NODE ELEVATION = 189.00 DOWNSTREAM NODE ELEVATION = 187.50 FLOWLENGTH(FEET) = 55.40 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 85.48 TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 21.46 **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 116.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .78 00 INITIAL SUBAREA FLOW-LENGTH = 447.00 UPSTREAM ELEVATION = 244.00 DOWNSTREAM ELEVATION = 221.00 ELEVATION DIFFERENCE = 23.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.054 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.908 SUBAREA RUNOFF(CFS) = 5.71 TOTAL AREA(ACRES) = 1.24 TOTAL RUNOFF(CFS) = 5.71 **************************************************************************** FLOW PROCESS FROM NODE 116.00 TO NODE 117.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 221.00 DOWNSTREAM ELEVATION = 202.00 STREET LENGTH(FEET) = 484.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 2 0.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.5 0 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ••TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 6.94 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.3 6 HALFSTREET FLOODWIDTH(FEET) = 11.62 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.73 PRODUCT OF DEPTH&VELOCITY = 1.70 STREETFLOW TRAVELTIME(MIN) = 1.70 TC(MIN) =8.76 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.139 •USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .8700 SUBAREA AREA(ACRES) = 0.55 SUBAREA RUNOFF(CFS) = 2.46 SUMMED AREA(ACRES) = 1.79 TOTAL RUNOFF(CFS) = 8.17 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.37 HALFSTREET FLOODWIDTH(FEET) = 12.20 FLOW VELOCITY(FEET/SEC.) = 5.09 DEPTH*VELOCITY = 1.88 **************************************************************************** FLOW PROCESS FROM NODE 117.00 TO NODE 118.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SIIBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.3 UPSTREAM NODE ELEVATION = 192.54 DOWNSTREAM NODE ELEVATION = 191.94 FLOWLENGTH(FEET) = 29.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 8.17 TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 8.82 **************************************************************************** FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 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.) = 8.82 RAINFALL INTENSITY(INCH/HR) = 5.12 TOTAL STREAM AREA(ACRES) = 1.79 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.17 **************************************************************************** FLOW PROCESS FROM NODE 119.00 TO NODE 120.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH = 461.00 UPSTREAM ELEVATION = 245.00 DOWNSTREAM ELEVATION = 221.00 ELEVATION DIFFERENCE = 24.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.345 •CAUTION: "sUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOtm) = 6.559 SUBAREA RUNOFF(CFS) = 2.62 TOTAL AREA(ACRES) = 0.42 TOTAL RUNOFF(CFS) = 2.62 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 221.00 DOWNSTREAM ELEVATION = 202.00 STREET LENGTH(FEET) = 476.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 2 0.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ••TRAVELTIME COMPTJTED USING MEAN FLOW (CFS) = 3.76 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.3 0 HALFSTREET FLOODWIDTH(FEET) = 8.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.27 PRODUCT OF DEPTH&VELOCITY = 1.2 9 STREETFLOW TRAVELTIME(MIN) = 1.86 TC(MIN) = 7.86 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.512 •USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 0.44 SUBAREA RUNOFF(CFS) = 2.3 0 SUMMED AREA(ACRES) = 0.86 TOTAL RUNOFF(CFS) = 4.92 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.32 HALFSTREET FLOODWIDTH(FEET) = 9.88 FLOW VELOCITY(FEET/SEC.) = 4.49 DEPTH&VELOCITY = 1.46 **************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 118.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.4 UPSTREAM NODE ELEVATION = 192.09 DOWNSTREAM NODE ELEVATION = 191.94 FLOWLENGTH(FEET) = 7.25 MANNING'S N =0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.92 TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 7.87 **************************************************************************** FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 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.) = 7.87 RAINFALL INTENSITY(INCH/HR) = 5.50 TOTAL STREAM AREA(ACRES) = 0.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.92 •• CONFLUENCE DATA •• STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.17 8.82 5.117 1.79 2 4.92 7.87 5.505 0.86 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 12.52 7.87 5.505 2 12.75 8.82 5.117 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.75 Tc(MIN.) = 8.82 TOTAL AREA(ACRES) = 2.65 **************************************************************************** FLOW PROCESS FROM NODE 118.00 TO NODE 114.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.0 UPSTREAM NODE ELEVATION = 191.61 DOWNSTREAM NODE ELEVATION = 189.00 FLOWLENGTH(FEET) = 64.02 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 PIPEFLOW THRU SUBAREA(CFS) = 12.75 TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 8.91 NUMBER OF PIPES = **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< •• MAIN STREAM CONFLUENCE DATA •• STREAM NUMBER 1 RUNOFF (CFS) 12.75 Tc (MIN.) 8.91 INTENSITY (INCH/HOUR) 5.084 AREA (ACRE) 2.65 •• MEMORY BANK # STREAM RUNOFF NUMBER (CFS) 1 85.48 1 CONFLUENCE DATA ** Tc (MIN.) 21.46 INTENSITY (INCH/HOUR) 2 .883 AREA (ACRE) 51.91 ** PEAK FLOW RATE TABLE •• STREAM NUMBER 1 2 RUNOFF (CFS) 61.23 92 .71 Tc (MIN. ) 8.91 21.46 INTENSITY (INCH/HOUR) 5 . 084 2.883 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS; PEAK FLOW RATE(CFS) = 92.71 Tc(MIN.) = TOTAL AREA(ACRES) = 54.56 21.46 **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE >>>>>CLEAR MEMORY BANK # 1 <<<<< 114.00 IS CODE = 12 **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 122.00 IS CODE >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 22.4 UPSTREAM NODE ELEVATION = 187.17 DOWNSTREAM NODE ELEVATION = 169.3 0 FLOWLENGTH(FEET) = 2 89.07 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = 30.00 PIPEFLOW THRU SUBAREA(CFS) = 92.71 TRAVEL TIME(MIN.) = 0.21 TC(MIN.) = 21.67 = 0.013 NUMBER OF PIPES = **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 123.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 23.7 UPSTREAM NODE ELEVATION = 168.97 DOWNSTREAM NODE ELEVATION = 151.15 FLOWLENGTH(FEET) = 255.03 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 92.71 TRAVEL TIME(MIN.) = 0.18 TC(MIN.) = 21.85 **************************************************************************** FLOW PROCESS FROM NODE 123.00 TO NODE 100.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 2 0.6 UPSTREAM NODE ELEVATION = 150.82 DOWNSTREAM NODE ELEVATION = 137.15 FLOWLENGTH(FEET) = 290.30 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 92.71 TRAVEL TIME(MIN.) = 0.24 TC(MIN.) = 22.08 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 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.) = 22.08 RAINFALL INTENSITY(INCH/HR) = 2.83 TOTAL STREAM AREA(ACRES) = 54.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 92.71 **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 126.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< •USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .8400 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 202.00 DOWNSTREAM ELEVATION = 170.00 ELEVATION DIFFERENCE = 32.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 5.637 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 3.2 0 TOTAL AREA(ACRES) = 0.58 TOTAL RUNOFF(CFS) = 3.2 0 **************************************************************************** FLOW PROCESS FROM NODE 126.00 TO NODE 127.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 170.00 DOWNSTREAM ELEVATION = 155.00 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK =18.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ••TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.17 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.31 HALFSTREET FLOODWIDTH(FEET) = 9.30 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.24 PRODUCT OF DEPTH&VELOCITY = 1.32 STREETFLOW TRAVELTIME(MIN) = 1.57 TC(MIN) = 7.57 100"YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.645 •USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9100 SUBAREA AREA(ACRES) = 0.38 SUBAREA RUNOFF(CFS) = 1.95 SUMMED AREA(ACRES) = 0.96 TOTAL RUNOFF(CFS) = 5.15 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.34 HALFSTREET FLOODWIDTH(FEET) = 10.46 FLOW VELOCITY(FEET/SEC.) = 4.25 DEPTH*VELOCITY = 1.42 **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 100.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.7 UPSTREAM NODE ELEVATION = 141.23 DOWNSTREAM NODE ELEVATION = 13 8.15 FLOWLENGTH(FEET) = 27.24 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.15 TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 7.60 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.60 RAINFALL INTENSITY(INCH/HR) =5.63 TOTAL STREAM AREA(ACRES) = 0.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.15 **************************************************************************** FLOW PROCESS FROM NODE 131.00 TO NODE 132.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SUBAREA FLOW-LENGTH = 475.00 UPSTREAM ELEVATION = 2 02.00 DOWNSTREAM ELEVATION = 170.00 ELEVATION DIFFERENCE = 32.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.116 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 2.62 TOTAL AREA(ACRES) = 0.42 TOTAL RUNOFF(CFS) = 2.62 **************************************************************************** FLOW PROCESS FROM NODE 132.00 TO NODE 133.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 170.00 DOWNSTREAM ELEVATION = 155.00 STREET LENGTH(FEET) = 410.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) =20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ••TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.67 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.3 0 HALFSTREET FLOODWIDTH(FEET) = 8.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.18 PRODUCT OF DEPTH&VELOCITY = 1.26 STREETFLOW TRAVELTIME(MIN) = 1.64 TC(MIN) = 7.64 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.614 •USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 2.13 SUMMED AREA(ACRES) = 0.82 TOTAL RUNOFF(CFS) = 4.75 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.88 FLOW VELOCITY(FEET/SEC.) = 4.34 DEPTH*VELOCITY = 1.41 **************************************************************************** FLOW PROCESS FROM NODE 133.00 TO NODE 100.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USINGr COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.1 UPSTREAM NODE ELEVATION = 13 8.75 DOWNSTREAM NODE ELEVATION = 138.65 FLOWLENGTH(FEET) = 5.26 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.75 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 7.65 **************************************************************************** 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 = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 7.65 RAINFALL INTENSITY(INCH/HR) = 5.61 TOTAL STREAM AREA(ACRES) = 0.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.75 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 92.71 22.08 2.830 54.56 2 5.15 7.60 5.629 0.96 3 4.75 7.65 5.608 0.82 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 56.49 7.60 5.629 2 56.66 7.65 5.608 3 97.70 22.08 2.830 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 97.70 Tc(MIN.) = 22.08 TOTAL AREA(ACRES) = 56.34 + + I END OF BASIN 1 - NODE SERIES 100 | I i I BEGIN BASIN 3 - NODE SERIES 300 | + ^ **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 21 >>>>>RATld'NAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 11.94(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 388.00 UPSTREAM ELEVATION = 2 03.00 DOWNSTREAM ELEVATION = 168.00 ELEVATION DIFFERENCE = 35.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.207 SUBAREA RUNOFF(CFS) = 2.18 TOTAL AREA(ACRES) = 1.48 TOTAL RUNOFF(CFS) = 2.18 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 300.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.1 UPSTREAM NODE ELEVATION = 168.00 DOWNSTREAM NODE ELEVATION = 153.00 FLOWLENGTH(FEET) = 157.00 MANNING'S N = 0.015 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.18 TRAVEL TIME(MIN.) = 0.29 TC(MIN.) = 12.23 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.143 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3500 SUBAREA AREA(ACRES) = 1.95 SUBAREA RUNOFF(CFS) = 2.83 TOTAL AREA(ACRES) = 3.43 TOTAL RUNOFF(CFS) = 5.01 TC(MIN) = 12.23 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.143 •USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3500 SUBAREA AREA(ACRES) = 0.79 SUBAREA RUNOFF(CFS) = 1.15 TOTAL AREA(ACRES) = 4.22 TOTAL RUNOFF(CFS) = 6.15 TC(MIN) = 12.23 j END BASIN 3 - NODE SERIES 3 00 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 6.15 Tc(MIN.) = 12.23 TOTAL AREA(ACRES) = 4.22 END OF RATIONAL METHOD ANALYSIS Alicante Road Drainage Study CHAPTER 4 HYDRAULIC ANALYSIS StormCAD Output AH:AH h:\reports\2167\4\a04.doc w.o. 2167-4 6/1 e/CB 4:47 PM Scenario: Alicante Road ALICANTE ROAD STORM DRAIN SYSTEM 1-121 Q—> 1-117 if CO-114C} P-4 -• HW-112 CO-122 O-100 Title: ALICANTE ROAD h:\stormcad\2167\4V4th submittal\flnal1 OO.stm 06/18/03 02:27:41 PM ©Haestad Methods, Inc. 1-127 Hunsaker & Associates - San Diego, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: H&A Employee StornaCAD v5.0 [5.0010] +1-203-755-1666 Pagelofi Scenario: Alicante Road Combined Pipe\Node Report Label U/S Node D/S Node U/S Ground Elevation (ft) D/S Ground Elevation (ft) U/S invert Elevation (ft) D/S Invert Elevation (ft) Length (ft) Pipe Siope (%) Section Size Mannings "n" Totai System Flow (cfs) Capacity (cfs) Hydraulic Grade Line In (ft) Hydraulic Grade Line Out (ft) Velocity in (ft/s) Velocity Out (ft/s) P-1 1-117 1-118 202.43 202.12 192.54 191.94 29.41 2.04 18 inch 0.013 8.17 15.00 9 193.65 193.22 5.84 5.07 P-2 1-121 1-118 202.34 202.12 192.09 191.94 7.25 2.07 18 inch 0.013 4.92 15.11 193.19 193.22 3.53 3.05 P-3 1-118 CO-114 202.12 199.39 191.44 188.53 64.52 4.51 24 inch 0.013 12.75 48.04 -192.72 -192.00 5.98 4.06 P-4 HW-112 CO-114 192.00 199.39 189.00 187.53 55.40 2.65 36 inch 0.013 85.48 108.64 — 192.91 — 192.00 12.09 12.09 P-5 CO-114 CO-122 199.39 178.92 187.20 169.30 289.57 6.18 36 inch 0.013 92.71 165.82 '190.06 173.21 13.34 13.12 P-6 CO-122 CO-123 178.92 160.84 168.97 151.15 255.03 6.99 36 inch 0.013 92.71 176.30 171.83 155.06 13.34 13.12 P-7 CO-123 O-100 160.84 153.00 150.82 137.15 290.30 4.71 36 inch 0.013 92.71 144.73 153.68 ^ 143.28 13.34 13.12 P-8 1-127 O-l 00 153.08 153.00 141.17 138.65 27.24 9.25 18 Inch 0.013 5.15 31.95 143.35 143.28 2.91 2.91 P-9 1-133 O-100 153.08 153.00 138.75 138.65 5.26 1.90 18 inch 0.013 4.75 14.48 143.29 '143.28 2.69 2.69 Title: ALICANTE ROAD h:\stormcad\2167\4\4th subnnlttal\flnal1 OO.stm 06/18/03 02:28:06 PM I Haestad Methods, Inc. Hunsaker & Associates - San Diego, inc. 37 Brookside Road Waterbury, CT 06708 USA -H-203-755-1666 Project Engineer: H&A Employee StormCAD vS.O [5.0010] Page 1 of 1 Profile Scenario: Alicante Road MAIN LINE: NODES 118-100 Label: 1-118- Rim: 202.12 ft Sunp: 191.44ft Label: P-3 Up. Invert; 191.44ft Dn. Invert: 188.53 ft L 64.52 ft Sze: 24 inch a 4.51 % 170.00 Bevation (ft) O+OO 1+00 2+00 3+00 4+00 Title: ALICANTE ROAD h:\stomicad\2167V4\4th submlttal\flnal1 OO.stm 06/18/03 02:28:23 PM 5+O0 Station (ft) 6+00 7+O0 a+00 9+00 © Haestad Methods, Inc. Hunsaker & Associates - San Diego, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 130.00 10+00 Project Engineer: H&A Employee StormCAD v5.0 [5.0010] Page 1 of 1 Profile Scenario: Alicante Road LATERAL LINE: NODES 117-121 Centeriine Sta. 93+79.26 Label: 1-118 Rim: 202.12 ft Surrp: 191.44ft Label: 1-117 Rim: 202.43 ft Sump: 192.54 ft Label: P-1 Up. Invert: 192.54 ft Dn. Invert: 191.94ft L: 29.41 ft Size: 18 inch S: 2.04 % 205.00 Label: 1-121 Rim: 202.34 ft Sump: 192.09 ft 200.00 Bevation (ft) 195.00 Label: P-2 Up. Invert: 192.09 ft Dn. Invert: 191.94ft L: 7.25 ft Size: 18 inch S: 2.07 % 0+00 190.00 0+50 Station (ft) Title: ALICANTE ROAD Project Engineer: H&A Employee h:\stormcad\2167\4\4th submlttalNfinall OO.stm Hunsaker & Associates - San Dlego, Inc. StormCAD v5.0 [5.0010] 06/18/03 02:29:21 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Pagelofi Profile Scenario: Alicante Road LATERAL LINE: NODES 112-114 Centeiline Sta. 93+09.79 Label: CO-114 Rim: 199.39 ft Sump: 187.20 ft 200.00 Label: HW-112 Rim: 192.00 ft Sump: 189.00 ft Label: P-4 Up.lnveil: 189.00 ft Dn. Invert: 187.53 ft L: 55.40 ft Size: 36 inch S:2.65% 195.00 Elevation (ft) 190.00 185.00 0+00 0+50 Station (ft) 1+00 Title: ALICANTE ROAD h:\stormcad\2167\4\4th submittal\final1 OO.stm 06/18/03 02:30:03 PM © Haestad Methods, Inc. Hunsaker & Associates - San Dlego, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: H&A Employee StormCAD v5.0 [5.0010] +1-203-755-1666 Page 1 of 1 Profile Scenario: Alicante Road LATERAL LINE: NODES 127-133 Centeriine Sta. 84+60.06 Label: 1-127 Rira: 153.08 ft Sump: 141.17ft Label: P-8 Up. Invert: 141.17ft Dn. Invert: 138.65 ft L: 27.24 ft Size: 18 inch 8: 9.25 % Label: ai00 Rim: 153.00 ft Sump: 136.65ft 155.00 Label: 1-133 Rim: 153.08 ft Sump: 138.75 ft 150.00 145.00 Elevation (ft) 140.00 Label: P-9 Up. Invert: 138.75 ft Dn. Invert: 138.65 ft L: 5.26 ft Size: 18 inch S: 1.90 % 135.00 0+00 0+50 Station (ft) Title: ALICANTE ROAD Project Engineer: H&A Employee h:\stormcad\2167\4\4th submlttalXflnall OO.stm Hunsaker & Associates - San Diego, Inc. StormCAD v5.0 [5.0010] 06/18/03 02:30:31 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Pagelofi Swale (East of Brow Ditches 4 and 5) Worl(sheet for Triangular Channel Project Description Worksheet Swaie Flow Element Triangular Char Method Manning's Fomr Solve For Channel Depth Input Data Mannings Coeffic 0.030 Slope 020000 ft/ft Left Side Slope 0.02 V: H Right Side Siope 0J02 V: H Discharge 11.10 cfs Results Depth 0.33 ft Fiow Area 5.3 fp Wetted Perimi 32.60 ft Top Width 32.59 ft Critical Depth 0.31 ft Critical Slope 0.024311 ft/ft Velocity 2.09 ft/s Velocity Head 0.07 ft Specific Ener^ 0.39 ft Froude Numb 0.91 Flow Type Subcritical Project Engineer: H&A Employee h:\flow-m\2167\4\4-submittal\swale.fm2 Hunsaker & Associates - San Dlego, inc. FlowMaster v6.1 [614o] 06/18/03 04:10:22 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Pagelofi Alicante Road Drainage Study CHAPTER 5 INLET & CATCH BASIN SIZING AH:AH h:\r8Xrts\2167\4\a04.doc w.o. 2167-4 6(18/03 4:42 PM CD Z N CO h-LJJ -J Z CQ Cd O a < o m < o •n ?^ <D ° in 0) ^ a: 0 1 t'«=^ a: ^ >, l-J CD Q. 0) Q 0! 8" 0 : Q. _ o CO CO W c o CO 4—• CO Q. c (D O 0) CD O 0 *^ CN U5 CO CN in LLI LU c ro Q. +-» c 0 E 0 > 2 E c 0 E 0 > c 2 CO 0 2 Q. C 'ro T3 E 2 (/) E p E Q. 0 ^ O q= 0 o c o o c a ro (A ro T3 £2 0 K (O « O) C C ?= Q. *^ 2 ro CN . CO (O < w >; c: >» + o ro ro £ ro p! - V II £ o c T3 0 CO 3 C 0 Q. O (O (O 0 It Q. 3 *- O 0 0 CO ^ tu to < o < ro" •I c5 a -D .. c c ro ro LU :5 (o ro "^S c -c •5 p E 2 LL. ro o 0 LU C3) ts C 1 ^ D) 0 —I •o 0 o li: 0 CO I- "5 ro c ro °? •.= ro 0) CO CO ~ ro t: ro O u CT 0 (O C ro Q. c o c o 0 CO CN CO ^ O lot Q- is c >» 0 0 H Q- _J lO CD T3 ni — (0 o N (O Si. c I 5 _I liJ o X LU IN CO o o CURB INLET SIZING CALCULATIONS Street Capacity for One Side of Street: Curb Inlet No. 117 121 Surface Fiow, Q (cfs) 8.17 4.92 Gutter Width, Wg (ft) 1.33 (Type G) 1.33 (Type G) Gutter Depression, a (ft) 0.125 0.125 lip + a (ft) 0.125 (no lip) 0.125 (no iip) IVIanning's n 0.016 (average) 0.016 (average) Longitudinal Slope, S 0.0322 0.0322 Pavement Slope, Sx 0.020 0.020 QAS'^O.S) 45.530 27.418 Depth of Fiow, y (in) 4.5 4.0 Depth of Flow, y (ft) 0.38 0.33 Flow Topwidth, (ft) 14.00 (within street) 11.58 (within street) X-Sect. Area of Flow, (ft^) 1.875 1.284 Velocity of Flow, (fps) 4.36 3.83 Curb Inlet No. 127 133 Surface Flow, Q (cfs) 5.15 4.75 Gutter Width, Wg (ft) 1.33 (Type G) 1.33 (Type G) Gutter Depression, a (ft) 0.125 0.125 lip + a (ft) 0.125 (no lip) 0.125 (no lip) Manning's n 0.016 (average) 0.016 (average) Longitudinal Slope, S 0.0364 0.0364 Pavement Slope, Sx 0.020 0.020 •/(S'^O.S) 26.993 24.897 Depth of Flow, y (in) 3.9 3.9 Depth of Fiow, y (ft) 0.33 0.32 Flow Topwidth, (ft) 11.50 (within street) 11.16 (within street) X-Sect. Area of Fiow, (ft^) 1.266 1.194 Velocity of Flow, (fps) 4.07 3.98 6/18/2003 2 of 2 H:\EXCEL\2167\4\lnlet Sizing-Carlsbad.xis TYPE "F" CATCH BASIN SIZING ALICANTE ROAD Per City of San Diego Regionai Standard Drawings (IVlarch 2000) - Drawing D-7: 3' d = 4.5" h' = f3.5" y = 0.689' (Centroid) where Ponding Height, h = h' - y Q^ = 0.6AV(2gh) Q^3x = 0.6AV(2gh) Qmax = 0.6(1.875+0.1875)[V(2)(32.2)(1.125-0.689)] Qmax = 6.56 cfs per opening NOTE: Calculation for Qgiven a ponding height factor (h) At Node 300: Station Per Centeriine: 83+45.59 Q= 17.88 cfs Two Openings: North Side: South Side: Q = 15.41 cfs Q= 2.47 cfs (Per Strom Drain Profiles on Improvement Plans) (Quit from AES Output for Interim Condition) Thus, use IVIodified Type "F" Catch Basin: d= 29.0 in (d = 2.4ft) h'= 38.0 in (h' = 3.2ft) where h = h' - y Q^ = 0.6AV(2gh) Q^x = 0.6AV(2gh) Qmax = 0.6(1.875+0.1875)[V(2)(32.2)(3.125-0.689)] Qmax = 15.63 cfs per opening 6/18/2003 1 of 1 H:\EXCEL\2167\4\Catch Basin F.xls Alicante Road Drainage Study CHAPTER 8 BROW DITCH DESIGN & SWALE ANALYSIS AH:AH h:\/8ports\2167\4\al)4.doc w.o. 2167-4 6/18/03 4:42 PM BROW DITCH DESIGN ALICANTE ROAD Brow Ditch Identification Brow Ditch Basin Location Diameter (in) Minimum Slope (%) Conveyed Flow^ (cfs) Maximum Capacity^ (cfs) Bressi Ranch n/a 24 1.25 1.59 3.06 1 Basin 2 24 1.00 0.82 2.73 2 Basin 1 24 1.00 1.14 2.73 3 Basin 1 48 1.59 43.90 47.25 4 Basin 1 54 0.90 47.00 52.00 5 Basin 1 24 2.00 1.95 3.87 6 Basin 3 30 2.08 9.43 10.16 7 Basin 3 36 1.00 15.41 21.13 8 Basin 3 24 1.00 2.47 2.73 1 From AES output 2 Refer to FlowMaster output on next page for Maximum Capacity calculations. 6/18/2003 1 of 1 H:\EXCEL\2167\4\BDitch.xls All Channels Report Label Worksheet Mannings Diameter Min Maximum Depth Flow Wetted Top Velocity Type "n" (in) Slope Capacity (ft) Area Perimeter Width (ft/s) (%) (cfs) (ft=0 (ft) (ft) Bressi Ranch Brow Ditch Circular 0.015 24 1.25 3.06 0.50 0.6 2.11 1.74 4.92 Brow Ditch 1 Circular 0.015 24 1.00 2.73 0.50 0.6 2.10 1.74 4.39 Brow Ditch 2 Circular 0.015 24 1.00 2.73 0.50 0.6 2.10 1.74 4.39 Brow Ditch 3 Circular 0.015 48 1.59 47.25 1.50 4.3 5.28 3.88 10.93 Brow Ditch 4 Circular 0.015 54 0.90 52.00 1.75 5.7 6.07 4.39 9.06 Brow Ditch 5 Circular 0.015 24 2.00 - 3.87 0.50 0.6 2.11 1.74 6.22 Brow Ditch 6 Circular 0.015 30 2.08 10.16 0.75 1.2 2.91 2.30 8.13 Brow Ditch 7 Circular 0.015 36 1.00 21.13 1.25 2.8 4.22 2.96 7.54 Brow Ditch 8 Circular 0.015 24 1.00 2.73 0.50 0.6 2.10 1.74 4.39 Cross Section Circular 0.015 24 1.00 2.73 0.50 0.6 2.10 1.74 4.39 untitled.fm2 06/18/03 03:29:29 PM © Haestad Methods, Inc. Hunsaker & Associates - San Dlego, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Anabella Hedman FlowMaster v6.1 [614o] (203) 755-1666 Page 1 of 1 Modified Type "D" Brow Ditch per Regional Std. Dwg. D-75 Project Description Worksheet Cross Section Flow Element Circular Channe Method Manning's Fonni Solve For Channel Depth Section Data Mannings Coeffic D.015 Slope Oepth Diameter « Discharge Diameter ^ X y. V. v.. y;" T ard Freeboard = 0.50 ft V:l[\ H:1 NTS Project Engineer: Anabella Hedman h:\flow-m\2167\4\4thsubmittal\100yrbdltch.fm2 Hunsaker & Associates - San Dlego, Inc. FlowMaster v6.1 [614o] 06/18/03 03:34:28 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, GT 06708 USA (203) 755-1666 Page 1 of 1 Swale (East of Brow Ditches 4 and 5) Cross Section for Triangular Channel Project Description Woricsheet Flow Element Method Solve For Swale Triangular Char Manning's Font Channel Depth Sec:tion Data Mannings Coeffic 0.030 Slope 020000 ft/ft Depth 0.33 ft Left Side Slope 002 V: H Right Side Slope 0.02 V: H Discharge 11.10 cfs viio.oIX H:1 NTS h:\flow-m\2167\4\4-submittal\swale.fm2 06/18/03 04:10:39 PM © Haestad Methods, Inc. Project Engineer: H&A Employee Hunsaker & Associates • San Diego, inc. FlowMaster v6.1 [614o] 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Pagelofi Alicante Road Drainage Study CHAPTER 7 HEADWATER DEPTH CALCULATIONS AH:AH h:\reports\2167\4\a04.doo w.o. 2167-4 6/18/03 4:42 PM HEADWATER DEPTH CALCULATION ALICANTE ROAD Location: Centeriine Station: 93+09.79 (From storm drain profiles in Improvement Plans) Given :•» Diameter: Discharge: Freeboard: D= 36 in Q= 85.48 Cfs f= 2.00 ft (From StomiCAD output) (From AES Output) (Minimum requirement) Per Hvdraulic Desian of Highway Culverts: Appendix D - Design Charts, Tables, and Forms Chart 1 - Headwater Depth for Concrete Pipe Culverts with Inlet Control HW/D = HW = HW = 2.6 93.6 in 7.8 ft Ground Surface Elevation = 199.81 ft U/S Culvert Invert (Entrance) = 189.00 ft HW Elevation (w/o freeboard) = 196.80 ft (From storm drain profiles) (From storm drain profiles) Actual freeboard: HWEIev= 196.80 ft f = 3.01 ft < Ground Surface Eiev = 199.81 ft 6/18/2003 1 ofl H:\EXCEL\2167\4\HW Depth Calc.xis 12 •uHCAu or macic MAO< JANL it«s HEADWATER SCALES 2a3 REVISED MAY 1964 HEADWATER DEPTH FOR CONCRETE PIPE CULVERTS WITH INLET CONTROL 181 Alicante Road Drainage Study CHAPTER 8 ATTACHMENTS AH:AH h:\reporls\2167\4\a04.doc w.o. 2167-4 6/18/03 4:42 PM Alicante Road Drainage Study ATTACHMENTS Some reference data that has typically been included in support of hydrologic calculations done by hand are incorporated into the Rational Method Hydrology Computer Program Package (by AES). These include: - Intensity-Duration Design Chart - Nomograph for Determination of Time of Concentration (Tc) for Natural Watersheds - Rational Formula - Overland Time of Flow Nomograph - Runoff Coefficients (Rational Method) All the above references are incorporated into the AES software and can de viewed in the present section of this report. Soils maps are also not included, as Hydrologic Soil Group "D" was used for this Study. Excerpts form "Preliminary Drainage Report for Bressi Ranch" for existing and developed condition, performed by Project Design Consultants, are also included in this study. AH:AH h:\r8(jorts\2167\4\a04.doc w.o. 2167-4 6/18/03 4:42 PM Alicante Road Drainage Study CHAPTER 8 ATTACHMENTS Intensity-Duration Design Chart AH:AH h:\r9ports\2167\4\a04.iioc w.o. 2167-4 ens/113 4:42 PM 40 50 1 Duration 3 4 Hours Directions for Application: (1) From precipitation maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are included in the County Hydrology Manual (10,50, and 100 yr maps included in the Design and Procedure Manuai). (2) Adjust 6 hr precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr precipitation (nof applicaple to Desert). (3) Plot 6 hr precipit^ion on the right side of the chart. (4) Draw a line Ihrough the point parallel to the plotted lines. (5) This line is the intensity-duration curve for the locafion being analyzed. Application Form: (a) Selected frequency year (b) Pe = in.. P24 = 24 in. (c) Adjusted Pg'^' = . (d) tj( = min. (e) I = in./hr. Note: This chart replaces the Intensity-Durafion-Frequency curves used since 1965. f'tfS.'i .. . . 'i.s 2 I 2.5 3 3.5 4 4.5 5 5.S" j 1 6 Dunatlcin i " 1 i 1 [ i 1 1 1 '' i'" ...... .. ! 1 5 2.63 3.95 5.27 6.59 7.90 9.22 10.54 11.86 13.17 14.49 j 15.81 7 2.12 3.18 4.24 5.30 6.36 7.42 ""a748" "9.54 "io'eo ives ri2.72 10 1.68 2.53 3.37 4.21 5.05 5.90 6.74 "7.58 8.42 "9.27" lO'll 15 1.30 1.9S 2.59 "3.24 3~B9 4:54 '5."i9 5.84 6.19 7.13 7.78 20 IM' 1.62 Sis 2.69 3.23 3.77 1 4.31 4.85 5.39 '5.93 6.46 25 'o.B3 i.AO V.B7 2733' 2.80 3.27 3.73 4.20 4.67 s;i3 5.60 30 0.83 1.24 1.66 2;67 2.49 2.90 3.32 "3.73 4.15 4.56 4.98 40 0.69 1.03 1.38 "i;72 2.07 2:41 2.76 3.10 3.45 3.79 4.13 '50 0.60 0.90 1.19 'i.'49' 'l.'79 2'.6'9 •239-'2.69 2.98 3.28 358 60 0.53* 6780 lioo "1.33 1T59 l.i86" 2.12" "2739 2:65 • 2.92 3.18 90 'O.AI~ dsi 6.82 r.62 1.23 "i;43 1:63 1.84' 2.04 2.25 2.45 120 0.34 0.51 6.68 6"85 i.62 1.19 "i:36 1.53 170 1.87 2^04 150 "0:29" or44 a59 073 "0.88 i.03 1.1 is i;32 1.47 1.62" 176 180 0.26 0.39 6.52 6!65"" 6"78 6.91 f.64' i:i8 1.31 1.44" i'.S7 240 6.22 6.33 6.43 6.54 6:65 6.76 6:87' 6798' 1.08 1.19 1.30 300 0.19 0.28 0.38 "6.47 6:56 "aes "6"75 0.85" 0.94" 1.63* 360 0.17 0.25 0.33 0.42 0.50 0.5a 6.67 6:75 '6.84 6.92 1.66 F I G U R E Intensity-Duration Design Chart - Ternplate HazMal/Counly Hyriropeology Manual/lnt Dur Desiqn Chart.FH8 Alicante Road Drainage Study CHAPTER 8 ATTACHMENTS Nomograph for Determination of Time of Concentration (Tc) for Natural Watersheds AH:AH h:\roports\2167\4\a04.doe w.o. 2167-4 6/18/03 4:42 PU AE Feet -1000 - 900 ^800 -TOO — 500^ Tc = -5000 .4000 • 3000 -2000 Tc L AE EQUATION /l1.9Ln0.385 V AE y Time of concentration (hours) Watercouirse Distance (miles) Change In elevation along effective slope line (See Figure 3-4) (feet) Tc Hours .400 .300 •200 -100 ^4 \ L \ Miles Feet \ \- - \ -50 — 40 — 30 — 20 -10 0.5 • AE SOURCE: Califomia Division of Highways (1941) and Kirpich (1940) 4000 3000 .2000 — 1800 — 1600 — 1400 120« .1000 900 800 — 700 — 600 — 500 -400 -300 — 200 Minutes •240 180 '120 • 100 .90 •SO .70 -60 -50 • 40 • 30 -20 •18 •16 •14 • 12 -10 •9 •a •7 .6 — 4 Tc Nomograph for Determination of Time of Concentration (Tc) for Natural Watersheds FIGURE HazMat/County Hydrogeology Manual/Watershed Nomograph.FHB Alicante Road Drainage Study CHAPTER 8 ATTACHMENTS Rational Formula - Overland Time of Flow Nomograph AH:AH h:\reports\2167\4\a04.doc w.o. 2167-4 6/18/03 4:42 PM 500 EXAMPLE: Given: Watercourse Distance (D) = 250 Feet Slope (s) = 0.5% Runoff Coefficient (C) = 0.70 Overtand Flow Time (T) = 14.3 Minutes SOURCE: Airport Drainage, Federal Aviation Administration, 1965 _ 1.8 (1.1-C) VD" 'VT FIGURE Rational Formula - Overland Time of Flow Nomograph HazMat/County Hydrogeology Manual/Overland Flow.FHS Alicante Road Drainage Study CHAPTER 8 ATTACHMENTS Rational Coefficients for Urban Areas AH:AH h:\roport8\2167V»\a04.(too w.o. 2167-4 6/18/03 4:42 PM Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient "C Soil Type NRCS Elements County Elements % IMPER. A B C D Undisturbed Natural Terrain Permanent Open Space 0* 0.20 0.25 0.30 0.35 Low Residential, 1.0 DU/A or less 10 0.27 0.32 0.36 0.41 Low Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 0.46 Low Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49 Mediuni Density Residential Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0.52 Medium Density Residential Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57 Medium Density Residential Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60 Medium Density Residential Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63 High Density Residential Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71 High Density Residential Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 0.79 Commercial/Industrial Neighborhood Commercial 80 0.76 0.77 0.78 0.79 Commercial/Industrial General Commercial 85 0.80 0.80 0.81 0.82 Commercial/Industrial Office Professional/Commercial 90 0.83 0.84 0.84 0.85 Commercial/Industrial Limited Industrial 90 0.83 0.84 0.84 0.85 Commercial/Industrial General Industrial 95 .0:95-^^.^7 0. S7 0:95 A/f 7 •The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must forever (e.g., the area is located in Cleveland National Forest). DU/A = dwelling units per acre NRCS = National Resources Conservation Service in Section 3.1.2 (representing the pervious be given that the area will remain natural Alicante Road Drainage Study CHAPTER 8 ATTACHMENTS Excerpts from Bressi Ranch Drainage Report Existing Condition AH:AH h:\reports\2167\4\a04.doc w.o. 2167-4 6/ieV03 4:42 PM -1 BRESSI RANCH ~~ PLANNING AREAS 1 THROUGH 14 AND OPEN SPACE 1 - 6 CARLSBAD, CALIFORNIA MARCH 2000 Prepared For: LENNAR COMMUNITIES 5780 Fleet Street, Suite 320 Carlsbad, CA 92008 Prepared By: PROJECT DESIGN CONSULTANTS 701 B Street, Suite 800 San Diego, CA 92101 Document No. 1325.50 MarkF.CampbS RCE4804o' P Registration Expires 12/31 /03 Prepared By: DU Checked By: MW INITIAL AREA EVALUATION * *• * * 300.000' to Point/Station 501. OOi min. 10 rain. Decimal lATtill '""P ^ - "-OOO TC = fn Lf ^^"^^ nomograph (App x-A) - ' Initial subarea flo.. ^- *60 (mm/hr) + .J-nxcial stream area = oc 25.400(Ac.) Decimal f>-=>^^;__- r-: Decimal fracti°n 8 = 0.000 Decimal fraction ^""^ ^ = °-°00 rRnRflrT soil group D = 1 oon IRURAL(greater than 0.5 Ac n 5 Time of concentr;,no^ ^rea type] natural watershed^ computed by the TC = fll o*f ^^"^^ nomograph (App x-A) Ui.9*lenqthfMl)'^-«i//»i ' Lowest elevation = 210.000(Ft Effective runoff, ioetfici.n. ^'^'^ ""''"r) for a 100 iriitial stream area = 46.500{Ac.) 10 19.45 min. year storm = 0.450 INITIAL AREA EVALUATION .... '° Pomt/Station 701.000 Decimal tractr"^ '"^""P B - 0.000 D'cimal fracUon , \ C . 0.000 T«e „, concentration-.Lp'teV.rihr^^ ''''' Alicante Road Drainage Study CHAPTER 8 ATTACHMENTS Excerpts from Bressi Ranch Drainage Report Developed Condition AH:AH h:\repoi1s\2167\4\a04.doc w.o. 2167-4 6/18/03 4:42 PM PRELIMINARY DRAINAGE REPORT (,^ rc^^ c^^BCk:^ FOR BRESSI RANCH MASTER TENTATIVE MAP CT _ RESIDENTIAL PLANNING AREA 11 CARLSBAD, CALIFORNIA AUGUST 2002 Prepared For LENNAR COMMUNITIES c/o LENNAR BRESSI VENTURE, LLC 5780 Reet Street, Suite 320 Carlsbad, CA 92008 PROJECTDESIGN CONSULTANTS PLUffHNG • EmRONIHEflTU, • ENGLVEERING • SURVEY/GPS 701 B Street, Suite SOO, San Diego, CA 92101 619-23S-6471 FAX 619-234-0349 Job No. 1325.50 Adolph Lugo RCE 50998 Registration Expires 09/30/05 APPENDIX 2 TM ULTIMATE CONDITION RATIONAL METHOD COMPUTER OUTPUT TAWaler Resources\1325-Bressi\PA-l I TM\13255_PA1 ITM-DR.doc RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/2001 License ID 1509 Analysis prepared by: ProjectDesign Consultiants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ********************,**^,**^, DESCRIPTION OF STUDY ************************** * BRESSI RANCH TM - PA 11 * * SYSTEM 100 * * FILE: SYS-IOO.DAT - lOO-YEAR STORM EVENT * ****** ******#*******^,***^,^,****.»^,»^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FILE NAME: C:\PA-11\SYS-100.DAT TIME/DATE OF STUDY: 10:54 08/23/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) =18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C'-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *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 15.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.125 0.0175 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.* **************************^,*j,*#*<,^,j,^j,^^,^.^^j,^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 100.10 TO NODE 100.20 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH = 200.00 UPSTREAM ELEVATION =305.20 DOWNSTREAM ELEVATION = 304.20 ELEVATION DIFFERENCE =2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.001 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.797 SUBAREA RUNOFF(CFS) = 1.07 TOTAL AREA(ACRES) = 0.51 TOTAL RUNOFF(CFS) = 1.07 ********************************************im**jn,**jnf*j^jmj^.,m^j^^^^^.jj.^^^jj,^^^j^^ FLOW PROCESS FROM NODE 100.20 TO NODE ..100 .00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«<« >»» (STREET TABLE SECTION # 1 USED)««< . UPSTREAM ELEVATION(FEET) = 304.20 DOWNSTREAM ELEVATION(FEET) = 300.00 STREET LENGTH (FEET) = 346.00 CURB HEIGHT (INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) = 10.00 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) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.41 .•STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (FEET) = 0.33 .. HALFSTREET FLOOD WIDTH(FEET) = 10.04 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.14 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.70 STREET FLOW TRAVEL TIME (MIN.) = 2.70 Tc(MIN.) =16.70 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.390 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA (ACRES) = 1.44 SUBAREA RUNOFF (CFS) = 2.68 TOTAL AREA (ACRES). = 1.95 PEAK FLOW RATE (CFS) = 3.75 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.15 FLOW VELOCITY (FEET/SEC.) = 2.35 DEPTH*VELOCITY(FT*FT/SEC.) = 0.87 LONGEST FLOWPATH FROM NODE 100.10 TO NODE 100.00 = 545.00 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 CONCENTRATIONIMIN.) = 16.70 RAINFALL INTENSITY{INCH/HR) = 3.39 TOTAL STREAM AREA(ACRES) = 1.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.75 **********************************************#*********ji,*.it*.t*jmi^.jn^j,^tj,j,.j^,j^^.^ FLOW PROCESS FROM NODE 100.30 TO NODE 100.40 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH = 200.00 UPSTREAM ELEVATION = 305.70 DOWNSTREAM- ELEVATION = 303.70 ELEVATION DIFFERENCE =2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.001 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.797 SUBAREA RUNOFF(CFS) = 1.19 TOTAL AREA(ACRES) = 0.57 TOTAL RUNOFF(CFS) = 1.19 *********************************************************************,nnt^t^^^ FLOW PROCESS FROM NODE 100.40 TO NODE 100.00 IS CODE = 62 »»>COMPUTE STREET FLOW. TRAVEL TIME THRU SUBAREA««< »>»{ STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 303.70 DOWNSTREAM ELEVATION(FEET) = 300.00 STREET LENGTHIFEET) = 404.60 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) =15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 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) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.70 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) =0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.21 AVERAGE FLOW VELOCITY(FEET/SEC.j = 1.96 PRODUCT OF DEPTH&VELOCITY{FT*FT/SEC.) = 0.69 STREET FLOW TRAVEL TIME(MIN.) = 3.44 Tc(MIN.) = 17.44 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.296 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 1.65 SUBAREA RUNOFF(CFS) = 3.01 TOTAL AREA(ACRES) = 2.23 PEAK FLOW RATE(CFS) = 4.20 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHIFEET) = 0.40 HALFSTREET FLOOD WIDTHIFEET) = 13.48 FLOW VELOCITYIFEET/SEC.) = 2.17 DEPTH*VELOCITYIFT*FT/SEC.) = 0.86 LONGEST FLOWPATH FROM NODE 100.30 TO NODE 100.00 = 604.50 FEET. *********************************#**********J,***«***^^,^j^^t^l,*JJ.^.^j^.^J,^J^.^.(^^J^J^.j^^^ 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 CONCENTRATIONIMIN.) = 17.44 RAINFALL INTENSITY(INCH/HR) = 3.30 TOTAL STREAM AREA(ACRES) =2.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.20 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.75 16.70 3.390 1.95 2 4.20 17.44 3.295 2.23 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 7.83 16.70 3.390 2 7.85 17.44 3.296 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.85 Tc(MIN.) = 17.44 TOTAL AREA(ACRES) = 4.18 LONGEST FLOWPATH FROM NODE 100.30 TO NODE 100.00 = 604.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 105 .00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« ELEVATION DATA: UPSTREAM(FEET) = 300.00 DOWNSTREAMIFEET) = 297.50 FLOW LENGTHIFEET). = 498.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.4 INCHES PIPE-FLOW VELOCITYIFEET/SEC.) =4.84 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.85 PIPE TRAVEL TIME{MIN.) = 1.72 TclMIN.) = 19.15 LONGEST FLOWPATH FROM NODE 100.30 TO NODE 105.00 = 1103.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONIMIN.) = 19.15 RAINFALL INTENSITY|INCH/HR) = 3.10 TOTAL STREAM AREAIACRES) = 4.18 PEAK FLOW RATEICFS) AT CONFLUENCE = 7.85 ***************«*****^,*#*^*^j,^,^,^^^,.^^^^^^^.^^^^^^_^^^^^^^^^^^^^^^^^^^^^^^^^^^^^. FLOW PROCESS FROM NODE 108.10 TO NODE 108.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S.'CURVE NUMBER (AMC II) = 88 • INITIAL SUBAREA FLOW-LENGTH = 161.50 UPSTREAM ELEVATION = 353.69 DOWNSTREAM ELEVATION = 351.80 ELEVATION DIFFERENCE = 1.89 URBAN SUBAREA OVERLAND TIME OF FLOW|MINUTES) = 11.939 100 YEAR RAINFALL INTENSITY(INCH/HOUR) =4.208 SUBAREA RUNOFF(CFS) = 0.97 TOTAL AREA (ACRES) = 0.42 TOTAL RUNOFF (CFS) = 0.97 ******************** **************j,^^^j,^^^^^^^^.j,^.^^^^^^^^^^^^^^^^^^^^^^^^^^^ , FLOW PROCESS FROM NODE 108.20 TO NODE 108.30 IS CODE = 62 »>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)<«« UPSTREAM ELEVATION(FEET) = 351.80 DOWNSTREAM ELEVATION(FEET) = 349.30 STREET LENGTH(FEET) = 202.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 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) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = 1.65 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.48 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.97 PRODUCT OF DEPTH&VELOCITYIFT*FT/SEC.) = 0.58 STREET FLOW TRAVEL TIMEIMIN.) = 1.71 TclMIN.) = 13.64 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.861 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA (ACRES) = 0.64 SUBAREA RUNOFF (CFS) = 1.36 TOTAL AREA (ACRES) = 1.06 PEAK FLOW RATE (CFS) = 2.33 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHIFEET) =0.32 HALFSTREET FLOOD WIDTHIFEET) = 9.88 FLOW VELOCITYIFEET/SEC.) = 2.13 DEPTH*VELOCITY |FT*FT/SEC.) = 0.69 LONGEST FLOWPATH FROM NODE 108.10 TO NODE 108.30 = 3 63.50 FEET. **********«************J,^,^,^,^^J,^,J,^,^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 108.30 TO NODE 108.40 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> I STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATIONIFEET) = 349.30 DOWNSTREAM ELEVATIONIFEET) = 320 90 STREET LENGTHIFEET) = 481.00 CURB HEIGHT|INCHES) =6.0 STREET HALFWIDTH(FEET) =15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 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) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.02 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) =8.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.37 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.33 STREET FLOW TRAVEL TIME (MIN.) = 1.83 Tc(MIN.) = 15.48 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.550 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA (ACRES) = 1.72 SUBAREA RUNOFF (CFS) = 3.37 TOTAL AREA (ACRES) = 2.78 PEAK FLOW RATE (CFS) = 5.70 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.33 HALFSTREET FLOOD WIDTH (FEET) = 10.35 FLOW VELOCITY (FEET/SEC.) = 4.79 DEPTH*VELOCITY (FT*FT/SEC.) = 1.60 LONGEST FLOWPATH FROM NODE 108.10 TO NODE 108.40 = 844.50 FEET. **************************#^***#*^,^^^^,j,^i,^^,^^^^^^^^ji,^^.j^^^^^^^^^^^.^^^^^^.^^^^^^ FLOW PROCESS FROM NODE 108.40 TO NODE 108.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »>» (STREET TABLE SECTION # 1 USED)<«« UPSTREAM ELEVATION(FEET) = 320.90 DOWNSTREAM ELEVATION(FEET) = 311.15 STREET LENGTH (FEET) = 180.00 CURB HEIGHT I INCHES) = 6.0 STREET HALFWIDTHIFEET) =15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK|FEET) = 10.00 INSIDE STREET CROSSFALL{DECIMAL) = 0.020 OUTSIDE STREET CROSSFALLIDECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALLIDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Sectionlcurb-to-curb) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWICFS) = 5.81 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHIFEET) = 0.34 HALFSTREET FLOOD WIDTHIFEET) =10.66 AVERAGE FLOW VELOCITYIFEET/SEC.) = 4.63 PRODUCT OF DEPTH&VELOCITYIFT*FT/SEC.) = 1.57 STREET FLOW TRAVEL TIMEIMIN.) = 0.65 Tc(MIN.) = 16.12 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.467 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF ICFS) = 0.23 TOTAL AREAIACRES) = 2.90. PEAK FLOW RATE(CFS) = 5.93 END OF SUBAREA STREET FLOW HYDRAULICS: "DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.74 FLOW VELOCITY(FEET/SEC.) = 4.66 DEPTH*VELOCITY|FT*FT/SEC.) = 1.59 LONGEST FLOWPATH FROM NODE 108.10 TO NODE 108.00 = 1024.50 FEET. *************************************************##**********#^t*^m.»#;m*.jr^^.j^^^ .. FLOW PROCESS FROM NODE 108.00 TO NODE 105.00 IS CODE = 31 »?»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE INON-PRESSURE FLOW)«<« ELEVATION DATA: UPSTREAMIFEET) = 300.80 DOWNSTREAMIFEET) = 297.50 FLOW LENGTHIFEET) = 65.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER|INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.3 INCHES •PIPE-FLOW VELOCITYIFEET/SEC.) = 10.72 ESTIMATED PIPE DIAMETER IINCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOWICFS) = 5.93 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 16.23 LONGEST FLOWPATH FROM NODE 108.10 TO NODE .. 105.00 = 1089.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE ' 105.00 TO NODE 105.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE .VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONIMIN.) = 16.23 RAINFALL INTENSITY|INCH/HR) = 3.45 TOTAL STREAM AREAIACRES) = 2.90 PEAK FLOW RATEICFS) AT CONFLUENCE = 5.93 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER ICFS) |MIN.) IINCH/HOUR) lACRE) 1 7.85 19.15 3.102 4.18 2 5.93 16.23 3.453 2.90 RAINFALL INTENSITY AND TIME OF CONCENTRATION PATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) IMIN.) IINCH/HOUR) 1 12.98 16.23 3.453 2 13.17 19.15 3.102 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATEICFS) = 13.17 TclMIN.) = 19.15 TOTAL AREAIACRES) =7.08 LONGEST FLOWPATH FROM NODE 100.30 TO NODE,. 105.00 = 1103.10 FEET. ************"*********************** ***jHH>^,*jt*jH,^,j,*jt^jkj^j^^^j^^^^^^^^^^j^^^j^^^^^^ FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE INON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 297.50 DOWNSTREAMIFEET) = 291.20 FLOW LENGTHIFEET) = 244.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.4 INCHES .• PIPE-FLOW VELOCITYIFEET/SEC.) = 10.12 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =13.17 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 19.55 LONGEST FLOWPATH FROM NODE 100.30 TO NODE 110.00 = 1347.10 FEET. ***********************************#*****^l,****<Hm*«j,jl,^.»*.jHI,***.*j,.^j^^jt.^j^jm^^.^^t^^ FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <«« *******************************************jH,**#*j,*****.**^t***^,.^*#***^^*^,**j,^^ FLOW PROCESS FROM NODE 115.10 TO NODE 115.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH = 258.00 UPSTREAM ELEVATION = 311.50 DOWNSTREAM ELEVATION = 302.84 ELEVATION DIFFERENCE =8.66 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) = 10.621 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.538 SUBAREA RUNOFF(CFS) = 0.97 TOTAL AREA(ACRES) = 0.39 TOTAL RUNOFF(CFS) = 0.97 **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ZOOZ-TOOZ @ 4M6uAd03 £002/1/8 uoiieiie^sui eooz/T/8 sbufflas 5U!Od9|be3 eooz/T/8 sbujMBJa a^Bidoiai SOOZ/T/8 spjspuB^s JSABI £003/1/8 uo!)eziuio)sn3 £00Z/T/8 a VD UJJOIS £003/1/8 ujnio^nv £002/T/8 ubisaa JaiSBy jjsaao^nv £002/1/8 wn X3|d - bujsuaon £003/1/8 uoj)ejn6yuo3 £00Z/T/8 saui^noy dsn £002/1/8 dnoj3 nuan bujAaAjns £002/1/8 dnojo nuaw BuiuUBjd £002/T/8 dnoj9 nuaiAi DUjddBiAi TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) =10.62 RAINFALL INTENSITY{INCH/HR) = 4.54 TOTAL STREAM AREAIACRES) = 0.39 PEAK FLOW RATEICFS) AT CONFLUENCE = 0.97 *************************#*******#***j,^,j,j,^^^^^^j^^j^^^^^^^j,^^^^^^^^.j^.^^^^^^^.^^.^^ FLOW PROCESS FROM NODE 115.20 TO NODE 115.30 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH =100.00 UPSTREAM ELEVATION = 319.12 DOWNSTREAM ELEVATION =316.62 ELEVATION DIFFERENCE = 2.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = - . 7.295 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.782 .• SUBAREA RUNOFF (CFS) = 0.70 . TOTAL AREA(ACRES) = .0.22 TOTAL RUNOFF(CFS) = 0.70 ******************************************^HHmj^*jHH>^jHk^^^.j^^-^^>*^j>^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 115.30 TO NODE 115.00 IS CODE = 62 »>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 316.62 DOWNSTREAM ELEVATION(FEET) = 302.84 STREET LENGTHIFEET) = 490.00 CURB HEIGHT|INCHES) = 5.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) = 10.00 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 Marming's FRICTION FACTOR for Streetflow Sectionlcurb-to-curb) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWICFS) = 2.99 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHIFEET) =0.31 HALFSTREET FLOOD WIDTH(FEET) =9.18 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.11 PRODUCT OF DEPTH&VELOCITY{FT*FT/SEC.) = 0.96 STREET FLOW TRAVEL TIME(MIN.) = 2.52 TclMIN.) = 9.92 100 YEAR RAINFALL INTENSITY|INCH/HOUR) = 4.743 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER |AMC II) = 88 SUBAREA AREAIACRES) = 1.75 SUBAREA RUNOFF(CFS) = 4.56 TOTAL AREAIACRES) = 1.97 PEAK FLOW RATEICFS) = 5.2 6 i.'.l END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHIFEET) =0.36 HALFSTREET FLOOD WIDTHIFEET) = 11.76 FLOW VELOCITYIFEET/SEC.) = 3.51 DEPTH* VELOCITYIFT*FT/SEC.) = 1.27 LONGEST FLOWPATH FROM NODE 115.20 TO NODE 115.00 = ' 590.00 FEET. *************************************************.*, FLOW PROCESS FROM NODE '115.00 TO NODE 115.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS =2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONIMIN.) =9.92 RAINFALL INTENSITY(INCH/HR) = 4.74 TOTAL STREAM AREA(ACRES) =1.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.25 ** CONFLUENCE DATA ** STREAM • RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.97 10.62 4.538 0.39 2 5.26 9.92 4.743 1.97 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER • ICFS) {MIN.) (INCH/HOUR) 1 6.20 9.92 4.743 2 6.01 10.62 4.538 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATEICFS) = 6.20 TclMIN.) = .9.92 TOTAL AREAIACRES) = 2.36 LONGEST FLOWPATH FROM NODE 115.20 TO NODE 115.00 = 590.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 110.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE {NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 293.00 DOWNSTREAMIFEET) = 291.20 FLOW LENGTHIFEET) = 29.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER|INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.1 INCHES PIPE-FLOW VELOCITYIFEET/SEC.) = 11.67 ESTIMATED PIPE DIAMETER IINCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =6.20 PIPE TRAVEL TIMEIMIN.) = 0.04 TclMIN.) = 9.96 LONGEST FLOWPATH FROM NODE 115.20 TO NODE 110.00 = 619.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 1 >>>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONIMIN.) = 9.96 RAINFALL INTENSITY(INCH/HR) = 4.73 TOTAL STREAM AREAIACRES) = 2.36 PEAK FLOW RATEICFS) AT CONFLUENCE = 6.20 *******************************************#^,.*^HH^.*^t^H^jmj^j^jH^^^.|^.^^^^.^.^.^^^^^.^^ FLOW PROCESS FROM NODE 118.10 TO NODE .118.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER {AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION =319.10 DOWNSTREAM ELEVATION =317.40 ELEVATION DIFFERENCE = 1.70 .• URBAN SUBAREA OVERLAND TIME OF FLOW {MINUTES) = 10.980 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.442 SUBAREA RUNOFF(CFS) = 1.15 TOTAL AREA(ACRES) = 0.47 TOTAL RUNOFF(CFS) = 1.15 ***********************************************#**. FLOW PROCESS FROM NODE 118.20 TO NODE 118.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE. SECTION # 1 USED)«<« UPSTREAM ELEVATION(FEET) = 317.40 DOWNSTREAM ELEVATION(FEET) = 302.80 STREET LENGTH(FEET) = 487.30 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) =15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 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) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.37 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.57 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.26 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.03 STREET FLOW TRAVEL TIME(MIN.) = 2.49 Tc(MIN.) = 13.47 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.892 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREAIACRES) = 2.07 SUBAREA RUNOFFICFS) = 4.43 TOTAL AREAIACRES) = 2.54 PEAK FLOW RATEICFS) = 5.58 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHIFEET) = 0.36 HALFSTREET FLOOD WIDTHIFEET) = 11.84 FLOW VELOCITYIFEET/SEC.) = 3.67 DEPTH*VELOCITY|FT*FT/SEC.) = 1.33 LONGEST FLOWPATH FROM NODE 118.10 TO NODE 118.00 = 627.30 FEET. ******************************************** ********#*****«jH,**jt**j^^^.*j^^*^.j>.^ FLOW PROCESS FROM NODE 118.00 TO NODE 110.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 292.50 DOWNSTREAM{FEET) = 291.20 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.98 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.58 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 13.59 .. LONGEST FLOWPATH FROM NODE 118.10 TO NODE 110.00 = 682.30 FEET. **************************************************************************** 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 = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.59 RAINFALL INTENSITY(INCH/HR) =3.87 TOTAL STREAM AREA(ACRES) = 2.54 PEAK FLOW RATE (CFS) AT CONFLUENCE. = 5.58 .. ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.20 9.96 4.730 2.36 2 5.58. 13.59 3.871 2.54 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 10.76 9.95 4.730 2 10.65 13.59 3.871 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.76 Tc(MIN.) =9.96 TOTAL AREA(ACRES) = 4.90 LONGEST FLOWPATH FROM NODE 118.10 TO NODE 110.00 = 682.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 11 »»>CONFLUENCE MEMORY BAJJK # 1 WITH THE MAIN-STREAM MEMORY<«« ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.75 9.96 4.730 4.90 LONGEST FLOWPATH FROM NODE 118.10 TO NODE 110.00 = 682.30 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM ' RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.17 19.55 3.061 7.08 LONGEST FLOWPATH FROM NODE 100.30 TO NODE 110.00 = 1347.10 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 19.29 9.96 4.730 2 20.14 19.55 3.061 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.14 Tc(MIN.) =19.55 TOTAL AREA(ACRES) =11.98 **************************************************************************** FLOW-PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 302.80 DOWNSTREAM{FEET) = 279.30 FLOW LENGTH(FEET) = 408.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.17 ESTIMATED PIPE DIAMETER{INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =20.14 PIPE TRAVEL TIME(MIN.) = 0.45 Tc{MIN.) = 20.00 LONGEST FLOWPATH FROM NODE 100.30 TO NODE 120.00 = 1755.3 0 FEET. **************************************************************************** FLOW PROCESS.FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) =20.00 RAINFALL INTENSITY(INCH/HR) = 3.02 TOTAL STREAM AREA (ACRES) = 11.98 PEAK FLOW RATE (CFS) AT CONFLUENCE = 20.14 **************************************************************************** FLOW PROCESS FROM NODE 125.10 TO NODE 125.20 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH = 163.80 UPSTREAM ELEVATION = 319.12 DOWNSTREAM ELEVATION =307.50 ELEVATION DIFFERENCE = 11.62 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 6.595 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOQBAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR •'RAINFALL INTENSITY (INCH/HOUR) = 6.171 SUBAREA RUNOFF(CFS) = 0.54 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.54 **************************************************************************** FLOW PROCESS FROM NODE 125.20 TO NODE 125.00 IS CODE = 62 »>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 307.50 DOWNSTREAM ELEVATIONIFEET) = 279.30 STREET LENGTHIFEET) = 412.00 CURB HEIGHT{INCHES) = 6.0 STREET HALFWIDTH(FEET) =15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 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) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.38 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 5.76 - AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.15 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.08 STREET FLOW TRAVEL TIME(MIN.) = - 1.66 Tc(MIN.) = 8.25 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.341 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA( ACRES) = 1.25 SUBAREA RUNOFF (CFS) = 3 . 67 , TOTAL AREA (ACRES) = 1.41 PEAK FLOW RATE (CFS) = 4.21 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.79 FLOW VELOCITY(FEET/SEC.) = 4.73 DEPTH*VELOCITY{FT*FT/SEC.) = 1.43 LONGEST FLOWPATH FROM NODE 125.10 TO NODE 125.00 = 575.80 FEET. **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 120.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 279.30 IDOWNSTREAMI FEET) = 278.80 FLOW LENGTHIFEET) = 10.50 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER|INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC;) = 9.53 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.21 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.)-.= 8.27 LONGEST FLOWPATH FROM NODE 125.10 TO NODE 120.00 = 586.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 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.) = 8.27 RAINFALL INTENSITY(INCH/HR) = 5.33 TOTAL STREAM AREA(ACRES) = 1.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.21 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) • 1 20.14 20.00 3.017 11.98 2 4.21 8.27 5.333 1.41 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 15.60 8.27 5.333 2 22.52 20.00 3.017 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 22.52 Tc(MIN.) = 20.00 TOTAL AREA(ACRES) = 13.39 LONGEST FLOWPATH FROM NODE 100.30 TO NODE 120.00= 1755.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 «<« **************************************************************************** FLOW PROCESS FROM NODE 130.10 TO NODE 130.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SINGLE. FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS »D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH =200.00 UPSTREAM ELEVATION = 309.50 DOWNSTREAM ELEVATION = 307.50 ELEVATION DIFFERENCE =2.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES). = .14.001 100 YEAR RAINFALL INTENSITY(INCH/HOUR) =3.797 SUBAREA RUNOFF(CFS) =3.72 TOTAL AREA (ACRES) = 1.78 TOTAL RUNOFF,{CFS) = 3.72 *********** *<* *************************************************************** FLOW PROCESS FROM NODE 130.20 TO NODE 130.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« »»>{ STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 307.50 DOWNSTREAM ELEVATION(FEET) = 279.30 STREET LENGTH(FEET) = 462.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) =15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 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) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.81 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.57 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.65 PRODUCT OF DEPTH&VELOCITY{FT*FT/SEC.) = 1.48 STREET FLOW TRAVEL TIME(MIN.) = 1.66 Tc{MIN.) = 15.66 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.533 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREAIACRES) = 1.12 SUBAREA RUNOFFICFS) = 2.18 TOTAL AREAIACRES) = 2.90 PEAK FLOW RATEICFS) = 5.89 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHIFEET) = 0.33 HALFSTREET FLOOD WIDTHIFEET) = 10.43 FLOW VELOCITYIFEET/SEC.) = 4.89 DEPTH*VELOCITY|FT*FT/SEC.) = 1.64 LONGEST FLOWPATH FROM NODE 130.10 TO NODE 130.00= 662.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONIMIN.) = 15.66 RAINFALL INTENSITY IINCH/HR) =3.53 TOTAL STREAM AREAIACRES) = 2.90 PEAK FLOW RATEICFS) AT CONFLUENCE = 5.89 **************************************************************************** FLOW PROCESS FROM NODE 130.30 TO NODE 130.40 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT,. = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH =296.50 UPSTREAM ELEVATION = 311.40 DOWNSTREAM ELEVATION =297.40 ELEVATION DIFFERENCE = 14.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.165 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.668 .. SUBAREA RUNOFFICFS) = 2.23 TOTAL AREAIACRES) = 0.87 TOTAL RUNOFFICFS) = 2.23 **************************************************************************** FLOW PROCESS FROM NODE 130.40 TO NODE 130.00 IS CODE = 62 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >.»» {STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION (FEET) = 297.40 DOWNSTREAM ELEVATION (FEET) = 279.30 STREET LENGTH (FEET) = 322.00 CURB HEIGHT {INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 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) = 0.0175 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOWICFS) = 3.91 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHIFEET) =0.31 HALFSTREET FLOOD WIDTHIFEET) = 8.95 AVERAGE FLOW VELOCITYIFEET/SEC.) = 4.26 PRODUCT OF DEPTH&VELOCITYIFT*FT/SEC.) = 1.30 STREET FLOW TRAVEL TIMEIMIN.) = 1.26 TclMIN.) = 11.42 100 YEAR RAINFALL INTENSITYIINCH/HOUR) = 4.330 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER |AMC II) = 87 SUBAREA AREAIACRES) = 1.72 SUBAREA RUNOFFICFS) = 3.35 TOTAL AREAIACRES) = ~2.59 PEAK FLOW RATEICFS) = 5.53 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHIFEET) = 0.33 HALFSTREET FLOOD WIDTHIFEET) = 10.43 FLOW VELOCITYIFEET/SEC.) = 4.63 DEPTH*VELOCITY|FT*FT/SEC.) = 1.55 LONGEST FLOWPATH FROM NODE 130.30 TO NODE 130.00 = 618.60 FEET. *****************************************#*******.it***jH,#****jH,^,^.|f»»j^j,^^^j^j,j^^ 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.) = 11.42 RAINFALL INTENSITY IINCH/HR) =4.33 TOTAL STREAM AREA(ACRES) =2.59 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.58 ; ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA ; • NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.89 15.66 3.533 2.90 ' 2 5.58 11.42 4.330 2.59 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FpRMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER '(CFS) (MIN.) (INCH/HOUR) 1 10.39 11.42 4.330 2 10.45 15.65 3.533 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ^ PEAK FLOW RATE(CFS) =• 10.45 Tc{MIN.) =15.66 TOTAL AREAIACRES) = 5.49 I LONGEST FLOWPATH FROM NODE 130.10 TO NODE 130.00 = 662.00 FEET. **************************************************************************** ; FLOW PROCESS FROM NODE 130.00 TO NODE 120.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE INON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM|FEET) = 279.30 DOWNSTREAMIFEET) = 278.80 FLOW LENGTHIFEET) = 23.30 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES PIPE-FLOW VELOCITYIFEET/SEC.) =8.98 ESTIMATED PIPE DIAMETER{INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOWICFS) = 10.45 PIPE TRAVEL TIMEIMIN.) = 0.04 TclMIN.) = 15.70 LONGEST FLOWPATH FROM NODE 13 0.10 TO NODE 120.00 = 685.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER ICFS) (MIN.) IINCH/HOUR) {ACRE) 1 10.45 15.70 3.527 5.49 LONGEST FLOWPATH FROM NODE 130.10 TO NODE 120.00 = 685.30 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) -(.^CRE) 1 22.52 20.00 3.017 13.39 LONGEST FI30WPATH FROM NODE 100.30 TO NODE 120.00 = 1755.30 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 29.71 15.70 3.527 2 31.45 20.00 3.017 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: . PEAK FLOW RATE (CFS) = 31.46 Tc(MIN.) = 20.00 TOTAL AREA(ACRES) =18.88 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 135.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 278.80 DOWNSTREAM{FEET) = 277.40 FLOW LENGTH (FEET) = 92.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.24 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW (CFS) = 31.46 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 20.15 LONGEST FLOWPATH FROM NODE 100.30 TO NODE 135^00 = 1847.90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 140.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM (FEET) = 277.40 DOWNSTREAM {FEET) = 211.20 FLOW LENGTH (FEET) = 230.20 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 31.47 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOWICFS) = 31.46 PIPE TRAVEL TIMEIMIN.) = 0.12 TclMIN.) = 20.28 LONGEST FLOWPATH FROM NODE 100.30 TO NODE 140.00 = 2078.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = '2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONIMIN.) = 20.28 RAINFALL INTENSITY IINCH/HR) = 2.99 TOTAL STREAM AREA(ACRES) =18.88 PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.46 *************************************** ******* ****************************** FLOW PROCESS FROM NODE 140.10 TO NODE '140.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" • S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH = 255.00 UPSTREAM ELEVATION = 285.00 DOWNSTREAM ELEVATION = 260.00 .. ELEVATION DIFFERENCE = 25.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) = 7.387 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION QF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 5.735 SUBAREA RUNOFF{CFS) =2.78 TOTAL AREA(ACRES) = 0.88 TOTAL RUNOFF(CFS) = 2.78 ***************************************************************************** FLOW PROCESS FROM NODE 140.20 TO NODE 140.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 250.00 DOWNSTREAM(FEET) = 211.20 FLOW LENGTH(FEET) = 185.00 MANNING'S N = 0.O15 DEPTH OF FLOW IN 24.0 INCH PIPE IS 2.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) =13.46 GIVEN PIPE DIAMETER (INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =. 2.78 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 7.62 LONGEST FLOWPATH FROM NODE 140.10 TO NODE 140.00 = 440.00 FEET. . **************************************************************************** FLOW PROCESS FROM NODE 140.20 TO NODE 140.00 IS CODE = 81 »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 5.624 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE. NUMBER (AMC II) = 87 SUBAREA AREA (ACRES) = 0.66 SUBAREA RUNOFF {CFS) = 1.67 TOTAL AREA (ACRES) = 1.54 TOTAL RUNOFF (CFS) = 4.45 TCIMIN) = 7.62 **************************************************************************** FLOW PROCESS FROM NODE 140.00- TO NODE 140.00 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 CONCENTRATIONIMIN.) = 7.62 RAINFALL INTENSITY IINCH/HR) = 5.62 TOTAL STREAM AREA{ACRES) = 1.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.45 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 31.46 20.28 2.990 18.88 2 4.45 7.62 5.624 1.54 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 21.18 7.62 5.624 2 33.82 20.28 2.990 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PBAKFLOW RATE{CFS) = 33.82 " Tc(MIN.) = 20.28 TOTAL AREA(ACRES) = 20.42 LONGEST FLOWPATH FROM NODE 100.30 TO NODE 140.00 = 2078.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.0G TO NODE 140.00 IS CODE =81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100^ YEAR RAINFALL INTENSITY(INCH/HOUR) =2.990 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 SUBAREA AREA(ACRES) = 1.87 SUBAREA RUNOFF{CFS) = 2.52 TOTAL AREA(ACRES) = 22.29 TOTAL RUNOFF(CFS) = 36.34 TC(MIN) = 20.28 END OF STUDY SUMMARY: TOTAL AREA{ACRES) = 22.29 TC(MIN.) = 20.28 PEAK FLOW RATE(CFS) =35.34 END OF RATIONAL METHOD ANALYSIS *******»*************•##****, *******************************»#**«***.**jt^^. RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/20.01 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 (619) 235-6471 ************************** DESCRIPTION OF STUDY ************************** * BRESSI RANCH TM - PA 11 * * SYSTEM 300 * * FILE: SYS-300.DAT * *********************************************^,^,^**j^^^^^^j,^^^^^^^^^^^^^.^^j^j,^ FILE NAME: C:\PA-11\SYS-300.DAT TIME/DATE OF STUDY: 16:29 08/22/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER•SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *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 0.0312 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.* *******************************************#******jl,**jH,*************.****^,#jH, FLOW PROCESS FROM NODE 300.00 TO NODE 305.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AJyiC II) = 88 INITIAL SUBAREA FLOW-LENGTH = 200.00 UPSTREAM ELEVATION =262.00 DOWNSTREAM ELEVATION = 260.00 ELEVATION DIFFERENCE = '2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.001 100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 3.797 SUBAREA RUNOFF(CFS) = 2.59 TOTAL AREA(ACRES) = 1.29 TOTAL RUNOFF(CFS) = 2.69 ************************************************************ *********#jH>;k**^ FLOW PROCESS FROM NODE 305.00 TO NODE ".^JIO.OO IS CODE = 41 »>»COMPm'E PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 260.00 DOWNSTREAM(FEET) = 209.50 FLOW LENGTH(FEET) = 187.00 MANNING'S N = 0.015 DEPTH OF FLOW IN 24.0 INCH PIPE IS .2.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.48 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.69 .. PIPE TRAVEL TIME (MIN.) = 0.23 Tc{MIN.) = 14.23 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 310.00 = 387.00 FEET. **************************************************************************** FLOW PROCESS,FROM NODE 305.00 TO NODE 310.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<« lOO'YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.757 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 SUBAREA AREA{ACRES) = 2.65 SUBAREA RUNOFF(CFS) = 4.50 TOTAL AREA (ACRES) = 3.95 TOTAL RUNOFF (CFS.) = 7.19 TC(MIN) = 14.23 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.95 TC{MIN.) = 14.23 PEAK FLOW RATE(CFS) =7.19 END OF RATIONAL METHOD ANALYSIS Alicante Road Drainage Study CHAPTER 8 ATTACHMENTS Bressi Ranch Grading Design & Brow Ditch Detail AH:AH h:\repoi1s\2167\4\a04.doc w.o. 2167-4 &18/03 4:42 PM Iil003/00 i02^9r.44ilX3UTlTl \ • : '• ill U2/i2/2UUa 13:39 PAI 5' BENCH ' TWE 'B' BROW DITCH PER D-r75 FL PER PLAN SECTON G-G N.T.S. 3=- l,2S%