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Home My WebLink AboutCT 07-12; Bob Baker Jeep Facility Expansion Site; Drainage Report; 2007-12-18DRAINAGE REPORT FOR BRESSI RANCH LOTS 17-18 INDUSTRIAL AREA PROJECT, CARLSBAD, CALIFORNIA November 2007 Carlsbad Tract No: CT 07-12 PUP 07-07 Prepared For: Bressi Ocean Collection, LLC 936 East Santa Ana Blvd Santa Ana, CA 92701 Prepared By: PROJECT DESIGN CONSULTANTS Planning ! Landscape Architecture I Engineering I Survey Project No. 3370.00 RECEIVED DK I 8 ?n07 ^ly^pF CARLSBAD PLANNING DEPT 701 B Street, Suite 800 San Diego, CA 92101 619.235.6471 Tel 619.234.0349 Fax Prepared By: Richard Isaac Reviewed By: Nicole Rieger Under the supervision of Debby Sue Reece, PE RCE 56148 Registration Expires 12/31/08 TABLE OF CONTENTS 1.0 INTRODUCTION 1 2.0 PROJECT DRAINAGE BACKGROUND: MASS GRADING AND ULTIMATE CONDITION HYDROLOGY 3 3.0 HYDROLOGY CRITERIA AND METHODOLOGY 3 3.1 Hydrology Criteria 3 m 3.2 Hydrology Methodology 4 3.3 Explanation of AES Rational Method Software 4 4.0 HYDROLOGY ANALYSIS RESULTS 5 5.0 HYDRAULIC CRITERIA AND METHODOLOGY 6 ^ 5.1 Hydraulic Criteria 6 5.2 Hydraulic Design and Analysis Methodology 7 * 5.3 Onsite Drainage Improvements 7 m 5.4 Explanation of the AES Software 10 6.0 CONCLUSION 11 - FIGURES m ^ Figure 1: Vicinity Map 2 m TABLES m Table 1: Hydrology Criteria 3 Table 2: Flow Summary 6 Table 3: Hydraulic Criteria 7 Table 4: Baffle Box Head Loss Calculations 8 Table 5: Summary of Catch Basin Analysis 9 APPENDICES 1 100-year: 6 & 24-hr. Isopluvial Maps & IDF Design Charts 2 AES Hydrology Computer Output 3 AES Hydraulic Computer Output 4 Excerpt of AES Hydrology From Bressi Ranch PA's 1-5 Industrial Area EXHIBITS A Hydrology Map B Hydraulic Map C Excerpt of Exhibit From Bressi Ranch PA's 1-5 Industrial Area P:\3370\ENGR\REPORTS\DRAlfJ\3370,O0 Lois 17-18\REPORT\3370.(X)DR-8-06.DOC m m m m m LO INTRODUCTION This drainage report supports the final engineering design of the ultimate storm drain improvements associated with Bressi Ranch Industrial Site lots 17 and 18, (Project). The overall Bressi Ranch development is located m the City of Carlsbad, (City) and is bounded by: 1) Palomar Airport Road to the north, 2) Melrose Drive to the east, 3) El Camino Real to the west, and 4) Poinsettia Drive to the south. Within the Bressi Ranch development, the Industrial development is bounded by: 1) Palomar Airport Road to the north, 2) El Camino Real to the west, 3) Mehose Drive to the east, and 4) Residential Planning Areas (PA's) 6, 14, 15, Open Space Areas (OS) 1 & 3 to the south. More specifically, lots 17 and 18 are within the Industrial development. Refer to Figure I: Vicinity Map, for the project location. In general, the Project is part of the Bressi Ranch master planned development consisting of 15 mixed-use Planning Areas (PAs). The existmg and proposed Project drainage patterns generally traverse the site southwesterly toward the intersection of Gateway Road and Alicante Road and the intersection of El Camino Real and Town Garden Road. From a construction standpoint, the industrial site lots 17 and 18 have been mass graded in preparation for the Project. The backbone storm drain improvements have been constructed as part of the overall Industrial and Bressi Ranch Master Plan. The drainage analyses presented herein reflect a final engineering level-of-effort, which includes the peak 100-year storm event hydrologic analyses using pad and street grades. Pipe flow routing is based on street and pipe invert elevations. Backbone pipe design sizes and peak 100-year flows are from the report by Project Design Consultants, titled Drainage Report For Bressi Ranch PA's 1-5 Industrial Area Project, CT 02-15, Carlsbad California, dated September 2004. Therefore, the purpose of this report submittal is to acquire from the City: 1) approval of the proposed storm drain layout, 2) approval of the Methodology used in the evaluation of the Project storm drain system hydrology. P:\3370\ENGR\REPORTS\DRAIN\3370.00Lots 17.1B\REPORT\3370.00DR-8-06.DOC m m •m s m MELROSE DRIVE POINSETTIA LANE m •m Figure 1: Vicinity Map The Project will meet State NPDES construction and municipal stormwater permit requirements. The construction phase BMPs associated with the Project will be addressed in the Grading and Erosion Control Plans and the SWPPP. The post-construction BMPs for the Project are currently being developed in conjunction with the overall Storm Water Management Plan (SWMP) for Bressi Ranch. The SWMP was provided as a part of the approved master Tentative Map submittal. A post-construction BMP baffle box is provided as part of this project. P:\3370\ENGR\REPORTS\DRAW\3370.00 Lois 17-18\REPORT\3370.0ODR-8-06.DOC 2.0 PROJECT DRAINAGE BACKGROUND: MASS GRADING AND ULTIMATE CONDITION HYDROLOGY m m From a regional drainage perspective, the Industrial site storm drain conveys Project storm runoff to the backbone storm drain improvements within EI Fuerte Street, Alicante Road, Gateway Road, and El Camino Real. These improvements were constructed as part of the overall Bressi Ranch mass grading and backbone improvements. The project runoff is tributary to the detention basin located along Alicante Road south of Town Garden Road. Since the project runoff is tributary to an existmg backbone storm drain system, includmg a detention basin, the hydrology analysis in this report focuses on the potential Project impacts to the backbone storm drain system. 3.0 HYDROLOGY CRITERIA AND METHODOLOGY 3.1 Hydrology Criteria m m m This section of the report summarizes the dramage criteria that were used in the hydrologic analysis and key elements of the methodology. Also included is a description of the computer model used in the computations. Table 1: Hydrology Criteria Design Storm: 100-year, 6-hour storm. Land Use: Industrial Runoff Coefficients: Based on criteria presented in the County of San Diego Hydrology Manual. Hydrologic Soil Group: Soil Group'D'. Intensity and Time of Concentration: Based on criteria presented in the County of San Diego Hydrology Manual. P \3370\ENGR\REPORTS\DRAIN\3370.00 Lots 17-18\REPORTG370.00DR-8-06.IXK: 3.2 Hydrology Methodology The Modified Rational Method was used to determine the peak 100-year storm runoff for the design of the storm drain improvements. The goal of the Project hydrology analysis was to: Determine more detailed design storm runoff for the sizing of the intemal lot storm drain system, storm drain laterals, and outflow pipes that connect to the backbone storm drain improvements. From an analytical perspective, the Project hydrology was prepared using pad grades and pipe invert elevations for the storm drain slopes and the actual storm drain system layout. Verify that the Project does not adversely impact the backbone storm drain improvements. A comparative analysis was performed between the backbone improvements design runoff and Project hydrology runoff at key locations to determine Project impacts. The Advanced Engineering Software (AES) Rational Method Program was used to perform the hydrologic calculations. The following section provides a brief explanation of the computational procedure used in the computer model. See Appendix 2 for the Project hydrology Rational Method computer output and Exhibit A for the Project hydrology map. 3.3 Explanation of AES Rational Method Software ^ The AES Rational Method was used to determine the peak 100-year storm runoff for the Project. The AES Rational Method Hydrology Program is a computer-aided design program where the M user develops a node link model of the watershed. The program has the capability of estimating ^ conduit sizes to convey design storm flows, or the user may input specific conduit sizes and open * charmels. Soil types used in the model are based on hydrologic soil groups as outlined in the m Conservation Service's Soil Survey for San Diego County. The ramfall intensity distribution and runoff coefficients utilized by the program can be user-specified to be based on the County of San Diego. Developing independent node link models for each interior watershed and Imking these sub- * models together at confluence points creates the node Imk model. The program allows up to five * streams to confluence at a node. Stream entries must be made sequentially until all are entered. P:\3370\ENGR\REPORTS\DRAIN\3370.00 Lots 17-18\REPORT\3370.00DR-8-06.DOC The program allows consideration of only one confluence at a time. The program has the capability of performing calculations for 17 hydrologic and hydraulic processes. These processes are assigned code numbers, which appear in the printed output. The code numbers and their meanings are as follows: CODE 0: ENTER Comment CODE 1: CONFLUENCE analysis at node CODE 2: INITL\L subarea analysis CODE 3: PIPE/BOX travel time (COMPUTER estimated pipe/box size) CODE 4: PIPE/BOX travel time (USER specified pipe/box size) CODE 5: OPEN CHANNEL travel time CODE 6: STREETFLOW analysis through subarea, includes subarea runoff CODE 7: USER-SPECIFIED hydrology data at a node CODE 8: ADDITION of subarea runoff to MAIN-Stream CODE 9: V-GUTTER flow through subarea CODE 10: COPY MAIN-stream data onto memory BANK CODE 11: CONFLUENCE a memory BANK with the Mainstream memory CODE 12: CLEAR a memory BANK CODE 13: CLEAR the MAIN-stream CODE 14: COPY a memory BANK onto the Main-stream memory CODE 15: HYDROLOGIC data BANK storage fiincfions CODE 16: USER-SPECIFIED Source Flow at a node * 4.0 HYDROLOGY ANALYSIS RESULTS •m ^ The proposed peak 100-year runoff from the Project is less than the designed runoff in the ^ approved Bressi Ranch Industrial study, dated September 2004. An excerpt of the industrial area m AES hydrology computer output is provided in Appendix 4 and an excerpt of the industnal area exhibit is provided in Exhibit C. See Appendix 2 for the proposed AES Modified Rational Method computer output and Exhibit A for the proposed conditions hydrology map. As the •m 5 P:\3370\ENGR\REPORTS\DRAIN\3370,OOLots 17-18\REPORT\3370.00DR-8-06.DOC m calculations and hydrology map show, flow in the existing backbone culvert to the west of the Project, (Campbell Road), is unchanged as no Project runoff is dhected to this culvert. Storm water flow in the existing 36-inch stormdrain to the south of the Project, (Gateway Road), is 8.9 cfs less than the design flow for this portion since all the project site runoff will be discharged at the stub at the southeast comer of the Project. The ultimate condition discharge in the existmg 60-inch backbone stormdrain flowing to the south in Alicante Road is 2.9 cfs less than the design discharge. The project's combined 100-year runoff is 18.4 cfs. Table 2 below provides a summary of the individual lot 17 and 18 design flows from the Bressi Ranch Industrial study and the combmed total ultimate project flow. Table 2: Flow Summary FLOW SUMMARY Design Ultimate MM Location Flow Flow -SI (cfs) (cfs) m Lot 17 & 18 22.35 18.39 5.0 HYDRAULIC CRITERIA AND METHODOLOGY m m The following sections present the hydraulic criteria and methodology used in the design of the storm drain improvements. Also mcluded, is a brief description of the proprietary AES software that was used in the hydraulic analysis. 5.1 Hydraulic Criteria Table 3 below summarizes the hydraulic criteria used for each system. P:\3370^ENGR\REPORTS\DRAIN\3370,00 Lots 17-18\REPOR'n33 70.00DR-8-06.DOC Table 3: Hydraulic Criteria FACILITY CRITERIA Underground storm drain systems 100-year storm HGL. Catch Basins County of San Diego Regional Standards, Type G Catch Basin 5.2 Hydraulic Design and Analysis Methodology This section of the report addresses key elements of the design and analysis methodology associated with the onsite and offsite drainage improvements. Also, included is a brief description of the computer software that was used in the hydraulic analyses of the storm drain improvements. 5.3 Onsite Drainage Improvements The AES software hydraulic model was used to finalize the design of the drainpipe improvements. The design approach used was to minimize the length of drainpipe, pressure drainpipe, and number of inlets, while at the same time meeting the City's drainage criteria. Additionally, NPDES water quality BMPs have been designed into the drainage system utilizing a Bio Clean Baffle Box. See Table 4 for Baffle Box loss calculations. P \3370\ENGR\REPORTS\DRAIN\3370,00 Lois 17-18\REPORri3370,00DR-8-06.DOC If la li I* i« tj kJ ti li li If Table 4: Baffle Box Head Loss Calculations Bio Clean Baffle Box Head Losses Required Input Data Pipe Diameter (ft)= 2.00 Fiow (cfs)= 11.05 Baffle Box Width (ft^ 6.00 HGL (ft)= 5.81 Pipe Fiow Area (sq ft)= 3.14 2(ft)= 0.33 Pipe Pipe Pipe Pipe Entrance Box Box Pipe Entrance Flow Pipe Velocity Loss Flow Box Velocity Exit Loss Total Flow Area Velocity Head Estimate Area Velocity Head Loss Calculated Loss Loss (cfs) (sq ft) (fps) (ft) (ft) (sqft) (fps) (ft) (ft) (ft) (ft) (ft) 11.050 3.140 3.519 0.194 0.096 48.599 0.227 0.001 0.193 0.096 0.289 0.619 F;\3370\ENGR\REPORTS\DRAIN\3370.00Lotsl7-l8\REPORT\3370.00DR-8-06,DOC «llf The catch basins and underground storm drain pipes for the project were designed for the 100- year storm event. In general, the catch basins were designed to prohibit bypass, and are County of San Diego Regional Standard Type G. These catch basins were sized using a weir analysis. Table 5 below provides a summary of the results. Table 5: Summary of Catch Basin Analysis Type 'G' Catch Basin Weir Aniysis Ml Location Node Grate Grate Total Flow Head Number Length Width Perimeter Qioo m (ft.) (ft.) (ft.) (cfs) (ft.) m 115 3.33 1.97 10.60 2.7 0.22 130 3.33 1.97 10.60 5.5 0.35 m 135 3.33 1.97 10.60 1.8 0.17 m 155 3.33 1.97 10.60 1.4 0.14 WEIR CO EFFICIENT = 2.6 •m F-Type Catch Basin Analysis Co= 0.621 Cw=2.6 Node Number 185 QIOO (cfs) 7.9 Area Opening Uft.) H(ft-) A (ft.' 0.65 1.95 Number of Openings Orifcie Flow Analysis Head My 0.17 Weir Flow Analysis Head H(ft.) 0.64 Governing Flow Condition Weir Flow ORIFICE EQUATION IS DEFINED AS: Q = CoA(2gH)'^°-^ WHERE: Co = ORIFICE COEFFICIENT A = FLOW AEREA, ft.^ g = GRAVITATIONAL ACCELERATION, H = HEAD MEASURED FROM THE CENTROID OF THE OPENING, ft. 3/2 WEIR EQUATION IS DEFINED AS: Q = CLH'^ WHERE: Cw = WEIR COEFFICIENT L = WEIR OPENING WIDTH, ft. H = HEAD ABOVE THE BOTTOM OF THE OPENING, ft. P:\3370\ENai\REPORTS\DRAINa370.00Lots 17-18\REPOR'n3370.00DR-8-06.DOC m 5.4 Explanation of the AES Software i-tf The AES Pipeflow model was used to determine the hydraulic grade line for the storm drainpipe improvements for this project. The AES computational procedure is based on solving Bmoulli's equation for the total energy at each section; and Manning's formula for the friction loss between the sections in each computational reach. Confiuences are analyzed using pressure and momentum theory. In addition, the program uses basic mathematical and hydraulic principals to * calculate data such as cross sectional area, velocity, wetted perimeter, normal depth, critical depth, and pressure and momentum. Model input basically includes storm drain facility geometry, inverts, lengths, confluence angles, and downstream/upstream boundary conditions, i.e., initial water surface elevations. The code numbers and their meanings are as follows: CODE I: FRICTION losses CODE 2: MANHOLE losses CODE 3: PIPE-BEND losses CODE 4: SUDDEN PIPE enlargement CODE 5: JUNCTION losses CODE 6: ANGLE-POINT losses CODE 7: SUDDEN PIPE reduction CODE 8: CATCH BASIN entrance losses CODE 9: TRANSITION losses Due to the starting HGL in the backbone system in Gateway Road the system is in pressure flow and watertight joints will be used throughout the project. However the HGL remains below finished street level. Type G grates are designed to be in slight sumps to assist in capturing the proposed flows. See Appendix 3 for AES hydraulic analysis output. Table 4 for catch basin grate analysis, and Exhibit B for the hydraulic layout map. m m 10 P:\3370\ENGR\REPORTS\DRAIN\3370,(H)Lots 17-18\REPOR'n3370.00DR-8-O6.DOC m .UK m 6.0 CONCLUSION This drainage report supports the final engineering design of the proposed storm drain improvements associated with The Ocean Collection Lots 17 and 18, (Project), within the Bressi Ranch Industrial Site. From a construction standpoint, the Project site was mass graded in preparation for precise grading and construction of onsite storm drain improvements proposed by the project. The drainage analyses presented herein includes the peak 100-year storm event hydrologic analyses using street grades and pipe invert elevations for pipe flow routing. The runoff fi-om the Project is less than anticipated per the backbone system's design. (See the Bressi Ranch Industrial Report). Therefore there will be no detrimental effect on the backbone storm drain system. Due to the HGL in the backbone system, the onsite stormdrain pipes will be under pressure and watertight joints will be used. The Project will meet State NPDES construction and municipal stormwater permit requhements. The construction phase BMPs associated with the Project will be addressed in the Grading and Erosion Control Plans and the SWPPP. The post-construction BMPs for the Project are currently being developed in conjunction with the overall Storm Water Management Plan (SWMP) for Bressi Ranch. A post-construction BMP baffle box is provided as part of this project. 11 P:\3370\ENGR\REPORTS\DRA]N\3370.00Lotsl7-l8\REPOR'n3370.00DR-8-06.DOC APPENDIX 1 100-YEAR, 6 & 24-hr ISOPLUVIAL MAPS AND IDF DESIGN CHART P:\3370\ENGR\REPORTS\DRAIN\3370.00 Lots 17-18\REP0RT\Appendix.DOC i i t « c County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year RalnfaU Event - 6 Hours Isophivled (Inches) We Hire Sin l^cgo C ji'dnl! or usKHwrwrr 4i»>miEH>DH AMnieuiuT pi' 3 0 3 Miles I I t i I ft I i t i I i k J i I k i « « ft 4 I it Coiinty of San Diego Hydrology Manual k i fc i k i INTENSITr-DU/V^Tl. -SIGN CHART mshr.i I a: o c T U -I n> n 5.0 i 4.5 ^ 4.0 ^ 1.0 15 20 Minutes 3.5 n , =r (V 0) 3.0 0) 2,5 1) 2.0 2) 1.5 3) 4) Directions for Application: 1) From precipitation naps determine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed 1n the County Hydrolony Manual (10, 50 and 100 yr. maps included in th Design and Procedure Manual). 2) Adjust 6 hr. precipitation (if necessary) so that it is within the range of 45% to 652 of the 24 hr. precipitation, (Not .ipplicable to Desert) 3) Plat 6 hr. precipitation on the right side of the chart. 4) Draw a line through the point parallel to the plotted lines. 5) This line is the intensity-duration curve for the location being analyzed. Application Form: ilected Frequei 2) Adjusted *P^' _ ••24-5.00 56 %* 2.80 24 in. min. in/hr. *Not Applicable to Desert Region APPENDIX XI IV-A-14 Revised 1/85 APPENDIX 2 AES HYDROLOGY COMPUTER OUTPUT •m m P:\3370\ENGR\REPORTS\DRAIN\3370.00 Lots 17-18\REP0R1\Appendix.DOC Ml m ********************************************************* ***************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2005 Advanced Engineering Software (aes) Ver. 2.0 Release Date: 06/01/2005 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street Suite 800 San Diego, CA 92101 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 3370.00 - BRESSI INDUSTRIAL LOTS 17-18 * * ULTIMATE CONDITIONS * * 100 YEAR STORM EVENT * ************************************************************************** FILE NAME: S100P100.DAT TIME/DATE OF STUDY: 15:51 10/19/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA m 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 =0.85 •* 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* m 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 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 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 =10.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN • OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* .a, **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< "•i m GRASS GOOD COVER RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" « S.C.S. CURVE NUMBER (AMC II) = 8 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 357.00 DOWNSTREAM ELEVATION(FEET) = 334.00 ELEVATION DIFFERENCE(FEET) = 23.00 M URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.688 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. ** 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.65 * TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 0.65 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA {EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 334.00 DOWNSTREAM(FEET) = 327.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 120.00 CHANNEL SLOPE = 0.0550 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.65 FLOW VELOCITY(FEET/SEC.) = 2.07 FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 0.97 Tc(MIN.) = 6.97 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 180.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 115.00 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 327.40 DOWNSTREAM ELEVATION(FEET) = 325.60 STREET LENGTH(FEET) = 80.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.02 0 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.69 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.2 6 HALFSTREET FLOOD WIDTH(FEET) = 6.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.84 PRODUCT OF DEPTH&VELOCITY{FT*FT/SEC.) = 0.75 STREET FLOW TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 7.44 100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 5.711 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 0.43 SUBAREA RUNOFF(CFS) = 2.09 TOTAL AREA(ACRES) = 0.65 PEAK FLOW RATE (CFS) = 2.74 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.71 FLOW VELOCITY(FEET/SEC.) = 3.12 DEPTH*VELOCITY(FT*FT/SEC.) = 0.94 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 115.00 = 260.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 1 >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< « TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: * TIME OF CONCENTRATION(MIN.) = 7.44 RAINFALL INTENSITY(INCH/HR) = 5.71 • TOTAL STREAM AREA(ACRES) = 0.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.74 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 125.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ^ COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D" ^ S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 325.00 DOWNSTREAM ELEVATION(FEET) = 322.50 -* ELEVATION DIFFERENCE (FEET) = 2.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.316 * TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.11 m TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 1.11 **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 130.00 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>»(STREET TABLE SECTION # 1 USED)<<<<< ** UPSTREAM ELEVATION(FEET) = 322.50 DOWNSTREAM ELEVATION(FEET) = 319.60 ^ STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 m DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 * INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 m SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 m Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 •m m **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.32 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.3 5 HALFSTREET FLOOD WIDTH(FEET) = 10.98 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.51 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.87 STREET FLOW TRAVEL TIME(MIN.) = 1.72 Tc(MIN.) = 7.72 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.572 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 0.93 SUBAREA RUNOFF(CFS) = 4.41 TOTAL AREA(ACRES) = 1.13 PEAK FLOW RATE(CFS) = 5.52 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.55 FLOW VELOCITY(FEET/SEC.) = 2.82 DEPTH*VELOCITY(FT*FT/SEC.) = 1.12 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 130.00 = 360.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 115.00 IS CODE = 31 >>»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 315.60 DOWNSTREAM(FEET) = 312.61 ** FLOW LENGTH(FEET) = 299.14 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.7 INCHES m PIPE-FLOW VELOCITY(FEET/SEC.) = 5.66 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 •m PIPE-FLOW(CFS) = 5.52 PIPE TRAVEL TIME(MIN.) = 0.88 Tc(MIN.) = 8.61 * LONGEST FLOWPATH FROM NODE 120.00 TO NODE 115.00 = 659.14 FEET. **************************************************************************** m FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 1 •m >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ml ______________________ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ^ TIME OF CONCENTRATION(MIN.) = 8.61 RAINFALL INTENSITY(INCH/HR) = 5.20 ^ TOTAL STREAM AREA(ACRES) = 1.13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.52 m ** CONFLUENCE DATA ** STREAM RUNOFF To INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) * 1 2.74 7.44 5.711 0.65 2 5.52 8.61 5.197 1.13 M « 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 7.76 7.44 5.711 2 8 .01 8.61 5.197 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.01 Tc(MIN.) = 8.61 TOTAL AREA(ACRES) = 1.78 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 115.00 = 659.14 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 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) = 312.61 DOWNSTREAM(FEET) = 311.72 FLOW LENGTH(FEET) = 88.94 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.13 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.01 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 8.85 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 135.00 = 748.08 FEET. **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 135.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.105 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 0.42 SUBAREA RUNOFF(CFS) = 1.82 TOTAL AREA(ACRES) = 2.20 TOTAL RUNOFF(CFS) = 9.83 TC(MIN.) = 8.85 **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 135.00 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.) = 8.85 * RAINFALL INTENSITY(INCH/HR) = 5.11 TOTAL STREAM AREA(ACRES) = 2.2 0 - PEAK FLOW RATE (CFS) AT CONFLUENCE = 9.83 * **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 150.00 IS CODE = 21 •m »>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< GRASS GOOD COVER RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 8 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 55.00 UPSTREAM ELEVATION(FEET) = 355.00 DOWNSTREAM ELEVATION(FEET) = 330.00 ELEVATION DIFFERENCE(FEET) = 25.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.432 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH "'"^ DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 m SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.35 ••I **************************************************************************** •* FLOW PROCESS FROM NODE 150.00 TO NODE 155.00 IS CODE = 51 '** >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< ,^ >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< « ELEVATION DATA: UPSTREAM(FEET) = 330.00 DOWNSTREAM(FEET) = 323 .60 CHANNEL LENGTH THRU SUBAREA(FEET) = 110.00 CHANNEL SLOPE = 0.0582 •* CHANNEL BASE{FEET) = 0.00 "Z" FACTOR = 99.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.032 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.89 m TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.20 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 6.83 SUBAREA AREA (ACRES) = 0.21 SUBAREA RUNOFF (CFS) = 1.08 * TOTAL AREA(ACRES) = 0.33 PEAK FLOW RATE(CPS) = 1.43 END OF SUBAREA CHANNEL FLOW HYDRAULICS: ^ DEPTH(FEET) = 0.07 FLOW VELOCITY(FEET/SEC.) = 2.68 LONGEST FLOWPATH FROM NODE 145.00 TO NODE 155.00 = 165.00 FEET. ••m **************************************************************************** * FLOW PROCESS FROM NODE 155.00 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) = 320.00 DOWNSTREAM(FEET) = 311.38 FLOW LENGTH(FEET) = 29.66 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.84 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.43 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 6.87 LONGEST FLOWPATH FROM NODE 145.00 TO NODE 135.00 = 194.66 FEET. **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 135.00 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.) = 6.87 RAINFALL INTENSITY(INCH/HR) = 6.01 TOTAL STREAM AREA(ACRES) = 0.33 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.43 m ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.83 8.85 5.105 2.20 "* 2 1.43 6.87 6.010 0.33 *• RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ^ CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY * NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.78 6.87 6.010 2 11.05 8.85 5.105 at COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ^ PEAK FLOW RATE(CFS) = 11.05 Tc(MIN.) = 8.85 TOTAL AREA(ACRES) = 2.53 M LONGEST FLOWPATH FROM NODE 120.00 TO NODE 135.00 = 748.08 FEET. «i **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 160.00 IS CODE = 31 m _ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< * >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< «r ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 311.05 DOWNSTREAM(FEET) = 309.52 « FLOW LENGTH(FEET) = 95.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.3 INCHES « PIPE-FLOW VELOCITY(FEET/SEC.) = 7.87 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 * PIPE-FLOW(CFS) = 11.05 ^ PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 9.05 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 160.00 = 843.08 FEET. " **************************************************************************** •» FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 •« >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ** TIME OF CONCENTRATION(MIN.) = 9.05 m RAINFALL INTENSITY(INCH/HR) = 5.03 TOTAL STREAM AREA(ACRES) = 2.53 PEAK FLOW RATE (CFS) AT CONFLUENCE = 11.05 **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 175.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 130.00 UPSTREAM ELEVATION(FEET) = 324.00 DOWNSTREAM ELEVATION(FEET) = 321.50 ELEVATION DIFFERENCE(FEET) = 2.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.126 TIME OF CONCENTRATION ASSUMED AS 6-MIN. * 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.34 TOTAL AREA{ACRES) = 0.24 TOTAL RUNOFF(CFS) = 1.34 m m **************************************************************************** FLOW PROCESS FROM NODE 175.00 TO NODE 180.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 320.80 DOWNSTREAM(FEET) = 318.70 CHANNEL LENGTH THRU SUBAREA{FEET) = 22 0.00 CHANNEL SLOPE = 0.0095 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.311 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.51 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.58 AVERAGE FLOW DEPTH(FEET) = 0.13 TRAVEL TIME(MIN.) = 2.32 Tc(MIN.) = 8.32 SUBAREA AREA(ACRES) = 0.52 SUBAREA RUNOFF(CFS) = 2.35 TOTAL AREA(ACRES) = 0.76 PEAK FLOW RATE(CFS) = 3.69 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.15 FLOW VELOCITY(FEET/SEC.) = 1.70 LONGEST FLOWPATH FROM NODE 170.00 TO NODE 180.00 = 350.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 185.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 318.70 DOWNSTREAM(FEET) = 317.15 CHAJTNEL LENGTH THRU SUBAREA(FEET) = 155.00 CHANNEL SLOPE = 0.0100 CHANNEL BASE (FEET) = 2.00 "Z" FACTOR = 4.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.923 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D" •m m S.C.S. CURVE NUMBER (AMC II) = 92 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.78 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.49 AVERAGE FLOW DEPTH(FEET) = 0.55 TRAVEL TIME(MIN.) = 1.04 Tc(MIN.) = 9.36 SUBAREA AREA(ACRES) = 1-00 SUBAREA RUNOFF(CFS) = 4.18 TOTAL AREA(ACRES) = 1.76 PEAK FLOW RATE(CFS) = 7.87 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.64 FLOW VELOCITY(FEET/SEC.) = 2.71 LONGEST FLOWPATH FROM NODE 170.00 TO NODE 185.00 = 505.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 185.00 TO NODE 160.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 313.15 DOWNSTREAM(FEET) = 309.52 FLOW LENGTH(FEET) = 290.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.69 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.87 PIPE TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 10.08 LONGEST FLOWPATH FROM NODE 170.00 TO NODE 160.00 = 795.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.08 RAINFALL INTENSITY(INCH/HR) = 4.6 9 TOTAL STREAM AREA(ACRES) = 1.76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.87 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.05 9.05 5.032 2.53 2 7.87 10.08 4.692 1.76 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 18.39 9.05 5.032 2 18.17 10.08 4.692 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.39 Tc(MIN.) = 9.05 m m TOTAL AREA(ACRES) = 4.2 9 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 160.00 = 843.08 FEET. **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 165.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<«< >>>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«<< ELEVATION DATA: UPSTREAM(FEET) = 309.19 DOWNSTREAM(FEET) = 299.98 FLOW LENGTH(FEET) = 31.60 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 27.00 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.39 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 9.07 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 165.00 = 874.68 FEET. **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 165.00 IS CODE = 10 m * >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 195.00 TO NODE 195.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.83 RAIN INTENSITY(INCH/HOUR) = 5.11 TOTAL AREA(ACRES) = 1.57 TOTAL RUNOFF(CFS) = 7.70 **************************************************************************** FLOW PROCESS FROM NODE 195.00 TO NODE 195.00 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.) = 8.83 RAINFALL INTENSITY(INCH/HR) = 5.11 TOTAL STREAM AREA(ACRES) = 1.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.70 **************************************************************************** FLOW PROCESS FROM NODE 195.00 TO NODE 195.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC (MIN) = 10.35 RAIN INTENSITY(INCH/HOUR) = 4.61 TOTAL AREA(ACRES) = 7.42 TOTAL RUNOFF(CFS) = 31.16 **************************************************************************** FLOW PROCESS FROM NODE 195.00 TO NODE 195.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ' TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.35 RAINFALL INTENSITY(INCH/HR) = 4.61 TOTAL STREAM AREA(ACRES) = 7.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.16 m ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.70 8.83 5.112 1.57 * 2 31.16 10.35 4.614 7.42 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO M CONFLUENCE FORMULA USED FOR 2 STREAMS. « ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 35.83 8.83 5.112 "* 2 38.11 10.35 4.614 *" COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 38.11 Tc(MIN.) = 10.35 TOTAL AREA(ACRES) = 8.99 M LONGEST FLOWPATH FROM NODE 120.00 TO NODE 195.00 = 874.68 FEET. **************************************************************************** FLOW PROCESS FROM NODE 195.00 TO NODE 200.00 IS CODE = 41 m __ >>>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«<< ^ >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< m ELEVATION DATA: UPSTREAM(FEET) = 313.65 DOWNSTREAM(FEET) = 302.20 FLOW LENGTH(FEET) = 365.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 16.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.08 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.11 PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 10.78 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 200.00 = 1239.68 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.78 RAINFALL INTENSITY(INCH/HR) = 4.49 TOTAL STREAM AREA(ACRES) = 8.99 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3 8.11 m m **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.57 RAIN INTENSITY(INCH/HOUR) = 5.21 TOTAL AREA(ACRES) = 1.59 TOTAL RUNOFF(CFS) = 8.11 **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<« >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ^ TIME OF CONCENTRATION(MIN.) = 8.57 RAINFALL INTENSITY(INCH/HR) = 5.21 ^ TOTAL STREAM AREA (ACRES) = 1.59 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.11 •«» ** CONFLUENCE DATA ** S TREAM RUNOF F Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 38.11 10.78 4.494 8.99 2 8.11 8.57 5.211 1.59 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 40.97 8.57 5.211 2 45.10 10.78 4.494 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 45.10 Tc(MIN.) = 10.78 TOTAL AREA(ACRES) = 10.58 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 200.00 = 1239.68 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 165.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 302.20 DOWNSTREAM(FEET) = 297.40 FLOW LENGTH(FEET) = 375.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 21.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.47 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 45.10 PIPE TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 11.38 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 165.00 = 1614.68 FEET. **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 165.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 45.10 11.38 4.341 10.58 m LONGEST FLOWPATH FROM NODE 120.00 TO NODE 165.00 = 1614.68 FEET, m ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA *• NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 18.39 9.07 5.025 4.29 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 165.00 = 874.68 FEET, m ** PEAK FLOW RATE TABLE ** ^ STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) * 1 57.35 9.07 5.025 2 60.99 11.38 4.341 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 60.99 Tc(MIN.) = 11.38 TOTAL AREA(ACRES) = 14.87 **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 165.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.38 RAINFALL INTENSITY{INCH/HR) = 4.34 TOTAL STREAM AREA(ACRES) = 14.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 60.99 **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 165.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<:<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.32 RAIN INTENSITY(INCH/HOUR) = 4.12 TOTAL AREA(ACRES) = 60.35 TOTAL RUNOFF(CFS) = 237.84 **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 165.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 ill m CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.32 RAINFALL INTENSITY(INCH/HR) = 4.12 TOTAL STREAM AREA(ACRES) = 60.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 237.84 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 60.99 11.38 4.341 14.87 2 23 7.84 12.32 4.124 60.35 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) 1 286.94 11.38 4.341 2 295.78 12.32 4.124 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 295.78 Tc(MIN.) = 12.32 TOTAL AREA(ACRES) = 75.22 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 165.00 = 1614.68 FEET, END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 75.22 TC(MIN.) = 12.32 PEAK FLOW RATE(CFS) = 295.78 END OF RATIONAL METHOD ANALYSIS APPENDIX 3 AES HYDRAULIC COMPUTER OUTPUT m P:\3370\ENGR\REPORTS\DRAIN\3370.00 Lots 17-18\REPORT^ppendix.DOC m ******************************+********************************+************ PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2005 Advanced Engineering Software (aes) Ver. 10.2 Release Date: 01/01/2005 License ID 1509 Analysis prepared by: M ProjectDesign Consultants 701 B Street Suite 800 San Diego, CA 92101 619-235-6471 m ************************** DESCRIPTION OF STUDY ************************** * 3370.00 THE OCEAN COLLECTION LOTS 17-18 * m * PROPOSED CONDITIONS * * 100 YEAR STORM EVENT * _ ************************************************************************** FILE NAME: 1659P100.DAT TIME/DATE OF STUDY: 09:01 03/22/2007 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 165.90 FLOWLINE ELEVATION = 300.28 PIPE DIAMETER(INCH) = 24.00 PIPE FLOW(CFS) = 18.39 ASSUMED DOWNSTREAM CONTROL HGL = 314.410 L.A. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS NODE 165.90 : HGL= < 314.410>;EGL= < 314.942>; FLOWLINE= < 300.2£ 30> PRESSURE FLOW UPSTREAM NODE PROCESS FROM NODE 165.90 160.00 ELEVATION = TO NODE 309.01 160.00 IS CODE = 1 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 18.39 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 31.60 FEET MANNINGS N = 0.01300 SF=(Q/K)**2 = (( 18.39)/( 226.224))**2 = 0.0066083 HF=L*SF = ( 31.60)*( 0.0066083) = 0.209 NODE 160.00 : HGL= < 314.619>;EGL= < 315.151>;FLOWLINE= < 309.010> PRESSURE FLOW PROCESS FROM NODE 160. 00 TO NODE 160 . 90 IS. CODE = 5 UPSTREAM NODE 160.90 ELEVATION = 309.34 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DITUl^ETER AREA VELOCITY DELTA HV 1 11.1 24.00 3.142 3.517 17.000 0.192 '•I m 2 18. 4 24 .00 3.142 5. .854 •- 0.532 3 7 . 3 18.00 1.767 4. ,154 90. 000 - 4 0. 0 0. 00 0.000 0. , 000 0. 000 - 5 0. 0= ===Q5 EQUALS BASIN INPUT== == LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTAS)- Q4*V4*COS(DELTA4))/((A1+A2)*15.1) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01300 UPSTREAM FRICTION SLOPE = 0.00239 DOWNSTREAM FRICTION SLOPE = 0.00661 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00450 JUNCTION LENGTH(FEET) = 4.00 FRICTION LOSS = 0.018 ENTRANCE LOSSES = 0.000 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 0.697+ 0.192- 0.532+( 0.018)+( 0.000) = 0.375 NODE 160.90 : HGL= < 315.334>;EGL= < 315.526>;FLOWLINE= < 309.340> PRESSURE FLOW PROCESS FROM NODE 160.90 TO NODE 158.00 IS CODE = 1 UPSTREAM NODE 158.00 ELEVATION = 309.56 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 11.05 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 5.00 FEET MANNINGS N = 0.01300 SF=(Q/K)**2 = (( 11.05)/( 226.224))**2 = 0.0023859 HF=L*SF = ( 5.00)*( 0.0023859) = 0.012 NODE 158.00 : HGL= < 315.345>;EGL= < 315.538>;FLOWLINE= < 309.560> END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM *******+***************************************************+*************+** PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2005 Advanced Engineering Software (aes) Ver. 10.2 Release Date: 01/01/2005 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street Suite 800 San Diego, CA 92101 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 3370.00 THE OCEAN COLLECTION LOTS 17-18 * * PROPOSED CONDITIONS * * 100 YEAR STORM EVENT * ************************************************************************** FILE NAME: 1589P100.DAT TIME/DATE OF STUDY: 09:12 03/22/2007 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 158.90 FLOWLINE ELEVATION = 309.90 PIPE DIAMETER(INCH) = 24.00 PIPE FLOW(CFS) = 11.05 ASSUMED DOWNSTREAM CONTROL HGL = 315.970 L.A. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS NODE 158.90 : HGL= < 315.970>;EGL= < 316.162>;FLOWLINE= < 309.900> PRESSURE FLOW PROCESS FROM NODE 158.90 TO NODE 135.00 IS CODE = 1 UPSTREAM NODE 135.00 ELEVATION = 310.71 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 11.05 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 88.24 FEET MANNINGS N = 0.01300 SF=(Q/K)**2 = (( 11.05)/( 226.224))**2 = 0.0023859 HF=L*SF = ( 88.24)*( 0.0023859) = 0.211 NODE 135.00 : HGL= < 316.1B1>;EGL= < 316.373>;FLOWLINE= < 310.710> PRESSURE FLOW PROCESS FROM NODE 135.00 TO NODE 135.90 IS CODE = 5 UPSTREAM NODE 135.90 ELEVATION = 311.04 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 8.0 24.00 3.142 2.550 0.000 0.101 2 11.1 24.00 3.142 3.517 — 0.192 3 3.0 18.00 1.767 1.720 90.000 4 0.0 0.00 0.000 0.000 0.000 5 0.0===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*COS(DELTAS)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01300 **• UPSTREAM FRICTION SLOPE = 0.00125 DOWNSTREAM FRICTION SLOPE = 0.00239 * AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00182 ^ JUNCTION LENGTH(FEET) = 4.00 FRICTION LOSS = 0.007 ENTRANCE LOSSES = 0.000 » JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 0.182+ 0.101- 0.192+( 0.007)+( 0.000) = 0.098 * NODE 135.90 : HGL= < 316.370>;EGL= < 316.471>;FLOWLINE= < 311.040> * PRESSURE FLOW PROCESS FROM NODE 135.90 TO NODE 115.00 IS CODE = 1 UPSTREAM NODE 115.00 ELEVATION = 312.10 M CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 8.01 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 105.53 FEET MANNINGS N = 0.01300 SF=(Q/K)**2 = (( 8.01)/( 226.224))**2 = 0.0012537 * HF=L*SF = ( 105.53)*( 0.0012537) = 0.132 NODE 115.00 : HGL= < 316.502>;EGL= < 316.603>;FLOWLINE= < 312.100> PRESSURE FLOW PROCESS FROM NODE 115.00 TO NODE 115.90 IS CODE = 5 UPSTREAM NODE 115.90 ELEVATION = 312.60 CALCULATE PRESSURE FLOW JUNCTION LOSSES: 'IK NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV NM 1 5.5 18.00 1.767 3. 124 90.000 0.152 2 8.0 24 .00 3.142 2. 550 — 0.101 •k 3 0.0 0.00 0. 000 0. 000 0.000 - 4 0.0 0. 00 0. 000 0.000 0.000 - t§ 5 2.5== =Q5 EQUALS BASIN INPUT=== « LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*C0S(DELTAl)-Q3*V3*C0S{DELTAS)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1) UPSTREAM MANNINGS N = 0.01300 DOWNSTREAM MANNINGS N = 0.01300 UPSTREAM FRICTION SLOPE = 0.00276 DOWNSTREAM FRICTION SLOPE = 0.00125 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.00201 JUNCTION LENGTH(FEET) = 4.00 FRICTION LOSS = 0.008 ENTRANCE LOSSES = 0.020 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES! JUNCTION LOSSES = 0.258+ 0.152- 0.101+( 0.008)+( 0.020) = 0.337 NODE 115.90 : HGL= < 316 . 789>; EGL= < 316.941>;FLOWLINE= < 312.600> PRESSURE FLOW PROCESS FROM NODE 115.90 TO NODE 130.00 IS CODE = 1 UPSTREAM NODE 130.00 ELEVATION = 315.60 .Ik ~ CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): m PIPE FLOW = 5.52 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 298.43 FEET MANNINGS N = 0.01300 * SF=(Q/K)**2 = (( 5.52)/( 105.043))**2 - 0.0027615 HF=L*SF = ( 298.43)*( 0.0027615) = 0.824 * NODE 130.00 : HGL= < 317.613>;EGL= < 317.765>;FLOWLINE= < 315.600> END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM m m m **************************************************************************** PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2005 Advanced Engineering Software (aes) Ver. 10.2 Release Date: 01/01/2005 License ID 1509 Analysis prepared by: « ProjectDesign Consultants 701 B Street Suite 800 m San Diego, CA 92101 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** " * 3370.00 THE OCEAN COLLECTION LOTS 17-18 * j» * PROPOSED CONDITIONS * * 100 YEAR STORM EVENT * *************************+***+****************+**+************************ m * FILE NAME: 1608P100.DAT TIME/DATE OF STUDY: 09:53 01/30/2007 •» ^ ^ ===== = = = ==^ :- ====== : :. ^ = = === = ======:^:^ ^ = ====^^ = = ===== ^ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. * DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 160.80 FLOWLINE ELEVATION = 309.52 *• PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) = 7.87 ASSUMED DOWNSTREAM CONTROL HGL = 315.350 * L.A. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS NODE 160.80 : HGL= < 315.350>;EGL= < 315.658>;FLOWLINE= < 309.520> PRESSURE FLOW PROCESS FROM NODE 160.80 TO NODE 185.00 IS CODE = 1 UPSTREAM NODE 185.00 ELEVATION = 313.15 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 7.87 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 295.62 FEET MANNINGS N = 0.01300 SF=(Q/K)**2 = (( 7.87)/( 105.043))**2 = 0.0056132 HF=L*SF = ( 295.62)*( 0.0056132) = 1.659 NODE 185,00 : HGL=< 317.009>;EGL= < 317.317>;FLOWLINE= < 313.150> END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM •9 .*********************************************************************** PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-2005 Advanced Engineering Software (aes) Ver. 10.2 Release Date: 01/01/2005 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street Suite 800 San Diego, CA 92101 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * 3370.00 THE OCEAN COLLECTION LOTS 17-18 * * PROPOSED CONDITIONS * 100 YEAR STORM EVENT 1^ ************************************************************************** * FILE NAME: 1358P100.DAT TIME/DATE OF STUDY: 09:25 03/22/2007 NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 135.80 FLOWLINE ELEVATION = 311.21 PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) = 1.43 ASSUMED DOWNSTREAM CONTROL HGL = 316.370 L.A. THOMPSON'S EQUATION IS USED FOR JUNCTION ANALYSIS NODE 135.80 : HGL= < 316.370>;EGL= < 316.380>;FLOWLINE= < 311.210> PRESSURE FLOW PROCESS FROM NODE 135.80 TO NODE 155.00 IS CODE = 1 UPSTREAM NODE 155.00 ELEVATION = 319.56 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 1.43 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 37.08 FEET MANNINGS N = 0.01300 SF=(Q/K)**2 = (( 1.43)/( 105.043))**2 = 0.0001853 HF=L*SF = ( 37.08)*( 0.0001853) = 0.007 NODE 155.00 : HGL= < 316.377>;EGL= < 316.387>;FLOWLINE= < 319.560> PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 4.68 NODE 155.00 : HGL= < 321.060>;EGL= < 321.070>;FLOWLINE= < 319.560> END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM APPENDIX 4 EXCERPT OF AES HYDROLOGY COMPUTER OUTPUT FROM BRESSI RANCH PA's 1-5 INDUSTRIAL AREA PROJECT ••I P:\3370\ENGR\REPORTS\DRAIN\3370.00 Lots 17-18\REPORTWVppendix.DOC PIPE-FLOW VELOCITY(FEET/SEC.) = 12.39 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 50.24 PIPE TRAVEL TIME (MIN.) = 0.01 Tc(MIN.) = 9.91 LONGEST FLOWPATH FROM NODE 795.00 TO NODE 775.00= 1457.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 775.00 TO NODE 775.00 IS CODE = 11 >»»CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««< •I • ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 50.24 9.91 4.746 11.06 ^ LONGEST FLOWPATH FROM NODE 795.00 TO NODE 775.00 = 1457.00 FEET. •» ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 193.99 12.24 4.141 49.29 LONGEST FLOWPATH FROM NODE 535.00 TO NODE 775.00= 3377.70 FEET. ** PEAK FLOW RATE TABLE ** ^ STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) * 1 219.53 9.91 4.746 2 237.84 12^24„--—*^^4.141 COMPUTED CONFLUENCE E^fmiATES ARE ^^VFOLLOWS: PEAK FLOW RATE {CFS) 237.84 Tc MN. ) = 12.24 TOTAL AREA{ACRES) = 60.35 ^v/ *********************I*************/**************************************** * FLOW PROCESS FROM NC^ J^JrLj^Cr TO NODE 775.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 775.00 'TO NODE 890.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 324.40 DOWNSTREAM(FEET) = 298.50 FLOW LENGTH(FEET) = 181.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 38.78 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 237.84 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 12.32 LONGEST FLOWPATH FROM NODE 535.00 TO NODE 890.00= 3558.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 890.00 TO NODE 890.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <«« **************************************************************************** FLOW PROCESS FROM NODE 895.00 TO NODE 900.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< m *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH{FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 343.00 DOWNSTREAM ELEVATION(FEET) = 341.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.857 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY {INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.18 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 1.18 **************************************************************************** FLOW PROCESS FROM NODE 900.00 TO NODE 905.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<« ELEVATION DATA: UPSTREAM(FEET) = 341.00 DOWNSTREAM(FEET) = 330.00 FLOW LENGTH(FEET) = 1000.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.83 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW{CFS) = 1.18 PIPE TRAVEL TIME(MIN.) = 4.35 Tc(MIN.) = 10.35 LONGEST FLOWPATH FROM NODE 895.00 TO NODE 905.00 = 1100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 905.00 TO NODE 905.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.614 *USER SPECIFIED{SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA (ACRES) = 7.22 SUBAREA RUNOFF (CFS) TOTAL AREA(ACRES) = 7.42 TOTAL RUNOFF(CFS) ^ TC(MIN.) = 10.35 **************************************************\****3,* ******************* FLOW PROCESS FROM NODE 905.00 TO NODE 903.00 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 322.90 DOWNSTREAM(FEET) = 321.40 FLOW LENGTH(FEET) = 152.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.56 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.16 PIPE TRAVEL TIME(MIN.) = 0.30 Tc{MIN.) = 10.65 LONGEST FLOWPATH FROM NODE 895.00 TO NODE 903.00 = 1252.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 903.00 TO NODE 903.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.65 RAINFALL INTENSITY(INCH/HR) = 4.53 TOTAL STREAM AREA(ACRES) = 7.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.16 **************************************************************************** FLOW PROCESS FROM NODE 901.00 TO NODE 904.00 IS CODE = 21 ^ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 *i • S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION{FEET) = 324.10 DOWNSTREAM ELEVATION(FEET) = 322.10 •* ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.857 • TIME OF CONCENTRATION ASSUMED AS 6-MIN. ^ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 2.18 ^ TOTAL AREA(ACRES) = 0.37 TOTAL RUNOFF(CFS) = 2.18 ^ **************************************************************************** FLOW PROCESS FROM NODE 904.00 TO NODE 902.00 IS CODE = 31 m »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< • »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 322.50 DOWNSTREAM(FEET) = 321.40 FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013 ^ ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.65 ^ ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.18 ^ PIPE TRAVEL TIME(MIN.) = 2.83 Tc(MIN.) = 8.83 LONGEST FLOWPATH FROM NODE 901.00 TO NODE 902.00 = 550.00 FEET. •m **************************************************************************** ^ FLOW PROCESS FROM NODE 902.00 TO NODE 902.00 IS CODE = 81 • »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« • 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.110 *USER SPECIFIED(SUBAREA): *" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 • SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) ^ . TOTAL AREA{ACRES) = 1.57 TOTAL RUNOFF(CFS) = TC(MIN.) = 8.83 "* ****************************************************** *"* * * i-*^* * ************* m FLOW PROCESS FROM NODE 902.00 TO NODE 903.00 IS CODE = 31 ^ »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 323.20 DOWNSTREAM(FEET) = 321.40 FLOW LENGTH{FEET) = 180.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.1 INCHES *• PIPE-FLOW VELOCITY(FEET/SEC.) = 6.08 ESTIMATED PIPE DIAMETER{INCH) = 18.00 NUMBER OF PIPES = 1 ^ PIPE-FLOW(CFS) = 7.70 ^ PIPE TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 9.33 LONGEST FLOWPATH FROM NODE 901.00 TO NODE 903.00 = 730.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 903.00 TO NODE 903.00 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.) = 9.33 RAINFALL INTENSITY(INCH/HR) = 4.93 TOTAL STREAM AREA(ACRES) = 1.57 PEAK FLOW RATE (CFS) AT CONFLUENCE 7.70 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 31.16 10.65 4.531 7.42 2 7.70 9.33 4.934 1.57 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 36.32 9.33 4.934 2 38.24 10.65 4.531 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 38.24 Tc(MIN.) = 10.65 TOTAL AREA(ACRES) = 8.99 LONGEST FLOWPATH FROM NODE 895.00 TO NODE 9 03.00 = 1252.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 903.00 TO NODE 910.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 321.40 DOWNSTREAM{FEET) = 301.70 FLOW LENGTH{FEET) = 285.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 17.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) =18.20 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.24 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 10.91 LONGEST FLOWPATH FROM NODE 895.00 TO NODE 910.00 = 1537.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 910.00 TO NODE 910.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 915.00 TO NODE 920.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« *USER SPECIFIED{SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION{FEET) = 341.00 DOWNSTREAM ELEVATION(FEET) = 338.50 ELEVATION DIFFERENCE(FEET) = 2.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.989 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.62 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.62 **************************************************************************** FLOW PROCESS FROM NODE 920.00 TO NODE 925.00 IS CODE = 62 K« ' >»>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>{STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 338.50 DOWNSTREAM ELEVATION(FEET) = 318.00 STREET LENGTH(FEET) = 546.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 26.00 ^ DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 21.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 m 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 = 0.0200 •M **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.34 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.06 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.56 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.09 ^ STREET FLOW TRAVEL TIME(MIN.) = 2.56 Tc(MIN.) = 8.56 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.216 ^ *USER SPECIFIED{SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 m S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1-09 SUBAREA RUNOFF(CFS) = 5.40 « TOTAL AREA(ACRES) = 1.19 PEAK FLOW RATE (CFS) = 6.02 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.69 FLOW VELOCITY (FEET/SEC. ) = 4.06 DEPTH*VELOCITY (FT*FT/SEC. ) = 1.46 LONGEST FLOWPATH FROM NODE 915.00 TO NODE 925.00 = 646.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 925.00 TO NODE 930.00 IS CODE = 31 * »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM{FEET) = 302 . 90 DOWNSTREAM(FEET) = 3 02.70 FLOW LENGTH{FEET) = 5.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9-68 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.02 PIPE TRAVEL TIME (MIN.) = 0.01 Tc (MIN. ) = 8.57 LONGEST FLOWPATH FROM NODE 915.00 TO NODE 930.00 = 651.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 930.00 TO NODE 930.00 IS CODE = 1 m m »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.57 RAINFALL INTENSITY(INCH/HR) = 5.21 TOTAL STREAM AREA(ACRES) = 1.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.02 **************************************************************************** FLOW PROCESS FROM NODE 935.00 TO NODE 940.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): "** INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 335.00 DOWNSTREAM ELEVATION(FEET) = 332.50 ELEVATION DIFFERENCE(FEET) = 2.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.989 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.62 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.62 **************************************************************************** FLOW PROCESS FROM NODE 940.00 TO NODE 945.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>{ STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION{FEET) = 332.50 DOWNSTREAM ELEVATION(FEET) = 318.00 STREET LENGTH(FEET) = 331.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 26.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 21.00 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 = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.42 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) =0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.78 AVERAGE FLOW VELOCITY{FEET/SEC.) = 3.13 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.76 STREET FLOW TRAVEL TIME(MIN.) = 1.76 Tc(MIN.) = 7.76 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.556 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF{CFS) = 1.58 TOTAL AREA{ACRES) = 0.40 PEAK FLOW RATE(CFS) = 2.21 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH{FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.26 FLOW VELOCITY(FEET/SEC.) = 3.42 DEPTH*VELOCITY(FT*FT/SEC.) = 0-93 LONGEST FLOWPATH FROM NODE 935.00 TO NODE 945.00 = 431.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 945.00 TO NODE 930.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 3 03.70 DOWNSTREAM(FEET) = 302.70 FLOW LENGTH{FEET) = 43.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.01 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2 .21 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 7.88 LONGEST FLOWPATH FROM NODE 935.00 TO NODE 930.00 = 474.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 930.00 TO NODE 930.00 IS CODE = »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« »>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.88 RAINFALL INTENSITY(INCH/HR) = 5.50 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.21 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) {MIN.) (INCH/HOUR) (ACRE) 1 6.02 8.57 5.213 1.19 2 2.21 7.88 5.501 0.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER (CFS) (MIN. 1 7.91 7.88 2 8.11 8.57 COMPUTED CONFLUENCE E PEAK FLOW RATE(CFS) = TOTAL AREA(ACRES) = LONGEST FLOWPATH FROM ************************ FLOW PROCESS FROM NODE INTENSITY INCH/HOUR] 5.501 5.213 FOLLOWS: {MIN.) = ,.00 TO NODE 8.57 930.00 = 651.00 FEET, ********************************************** 93 0 . 00 TO NODE 910.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING COMPUTER-ESTIMATED PIPESIZE {NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 302.70 DOWNSTREAM(FEET) = 301.70 FLOW LENGTH(FEET) = 49.00 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.) = 8.14 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW{CFS) = 8.11 PIPE TRAVEL TIME (MIN.) = 0.10 Tc{MIN.) = 8.67 LONGEST FLOWPATH FROM NODE 915.00 TO NODE 910.00 = 700.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 910.00 TO NODE 910.00 IS CODE = 11 >»»CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<«< ,et ** MAIN STREAM CONFLUENCE DATA ** .M STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.11 8.67 5.174 1.59 LONGEST FLOWPATH FROM NODE 915.00 TO NODE 910.00 = 700.00 FEET. m ** MEMORY BANK # 2 CONFLUENCE DATA ** -» STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) * 1 38.24 10.91 4.461 8.99 LONGEST FLOWPATH FROM NODE 895.00 TO NODE 910.00 = 1537.00 FEET. ^ ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY ^ NUMBER (CFS) (MIN.) (INCH/HOUR) 1 41.08 8.67 5.174 m 2 45.23 10.91 ^^.,.. 4.461 m COMPUTED CONFLUENCE ESTpiATES ARE^S FOLLOWS: PEAK FLOW RATE (CFS) = \ 45.23 ^"0 (MIN. ) = 10.91 * TOTAL AREA(ACRES) = m ************************ *^4:* **^#*' ******************************************** FLOW PROCESS FROM NODE 910.00 TO NODE 910.00 IS CODE = 12 m »»>CLEAR MEMORY BANK # 2 «<« 1* _ m **************************************************************************** ^ FLOW PROCESS FROM NODE 910.00 TO NODE 950.00 IS CODE = 31 m »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< •M = = = = = = = = = = = =: = = =: = = = = := = = = = = = = = = = = = = = = = = = =: = = = = = — = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = ELEVATION DATA: UPSTREAM(FEET) = 3 01.70 DOWNSTREAM(FEET) = 300.30 *• FLOW LENGTH(FEET) = 144.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.20 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 45.23 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 11.17 * LONGEST FLOWPATH FROM NODE 895.00 TO NODE 950.00 = 1681.00 FEET. **************************************************************************** ^ FLOW PROCESS FROM NODE 950.00 TO NODE 950.00 IS CODE = 1 m »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< m TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.17 RAINFALL INTENSITY(INCH/HR) = 4.39 TOTAL STREAM AREA(ACRES) = 10.58 ^ PEAK FLOW RATE(CFS) AT CONFLUENCE = 45.23 **************************************************************************** ^ FLOW PROCESS FROM NODE 955.00 TO NODE 956.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 324.00 DOWNSTREAM ELEVATION(FEET) = 323.00 mt ELEVATION DIFFERENCE (FEET) = 1-00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.600 TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 *" SUBAREA RUNOFF(CFS) = 1.95 TOTAL AREA(ACRES) = 0.33 TOTAL RUNOFF{CFS) = 1.95 **************************************************************************** FLOW PROCESS FROM NODE 956.00 TO NODE 960.00 IS CODE = 31 * »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< ^ »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 323.00 DOWNSTREAM(FEET) = 318.00 * FLOW LENGTH{FEET) = 500.00 MANNING'S N = 0.013 m ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.5 INCHES m. PIPE-FLOW VELOCITY(FEET/SEC.) = 4.29 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.95 PIPE TRAVEL TIME(MIN.) = 1.94 Tc(MIN.) = 7.94 LONGEST FLOWPATH FROM NODE 955.00 TO NODE 960.00 = 600.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 960.00 TO NODE 960.00 IS CODE = 81 ^ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ^ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.474 *USER SPECIFIED(SUBAREA): m INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 m. SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 8.87 TOTAL AREA(ACRES) = 2.13 TOTAL RUNOFF(CFS) = 10.82 " TC(MIN.) = 7.94 •M **************************************************************************** FLOW PROCESS FROM NODE 960.00 TO NODE 950.00 IS CODE = 31 m »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 314.30 DOWNSTREAM(FEET) = 300.30 FLOW LENGTH(FEET) = 62.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.28 ESTIMATED PIPE DIAMETER{INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.82 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 7.99 LONGEST FLOWPATH FROM NODE 955.00 TO NODE 950.00 = 662.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 950.00 TO NODE 950.00 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.) = 7.99 RAINFALL INTENSITY(INCH/HR) = 5.45 TOTAL STREAM AREA(ACRES) = 2.13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.82 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 45.23 11.17 4.393 10.58 2 10.82 7.99 5.453 2.13 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 47.26 7.99 5.453 2 53.95 11.17 4.393 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 53.95 Tc(MIN.) = 11.17 TOTAL AREA{ACRES) = 12.71 LONGEST FLOWPATH FROM NODE 895.00 TO NODE 950.00 = 1681.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 950.00 TO NODE 965.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ELEVATION DATA: UPSTREAM(FEET) = 300.30 DOWNSTREAM(FEET) = 298.70 FLOW LENGTH{FEET) = 226.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 3 9.0 INCH PIPE IS 27.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.65 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW{CFS) = 53.95 PIPE TRAVEL TIME(MIN.) = 0.44 Tc{MIN.) = 11.60 LONGEST FLOWPATH FROM NODE 895.00 TO NODE 965.00 = 1907.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 965.00 TO NODE 965.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN. ) = 11.60 RAINFALL INTENSITY(INCH/HR) = 4.29 TOTAL STREAM AREA(ACRES) = 12.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 53.95 **************************************************************************** FLOW PROCESS FROM NODE 970.00 TO NODE 971.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 330.00 m DOWNSTREAM ELEVATION(FEET) = 328.00 ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.248 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.65 TOTAL AREA(ACRES) = 0.28 TOTAL RUNOFF(CFS) = 1.65 **************************************************************************** FLOW PROCESS FROM NODE 971.00 TO NODE 975.00 IS CODE = 31 »>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<« >>»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 328.00 DOWNSTREAM(FEET) = 322.00 FLOW LENGTH(FEET) = 500.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.36 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.65 PIPE TRAVEL TIME(MIN.) = 1.91 Tc(MIN.) =7.91 LONGEST FLOWPATH FROM NODE 970.00 TO NODE 975.00 = 575.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 975.00 TO NODE 975.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.488 *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA (ACRES) = 2.00 SUBAREA RUNOFF (CFS) = 9.88 TOTAL AREA(ACRES) = 2.28 TOTAL RUNOFF(CFS) = 11.53 TC{MIN.) = 7.91 **************************************************************************** FLOW PROCESS FROM NODE 975.00 TO NODE 965.00 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 318.80 DOWNSTREAM{FEET) = 298.70 FLOW LENGTH(FEET) = 53.00 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.) = 26.11 ESTIMATED PIPE DIAMETER{INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.53 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.94 LONGEST FLOWPATH FROM NODE 970.00 TO NODE 965.00 = 628.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 965.00 TO NODE 965.00 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. ) = 7.94 RAINFALL INTENSITY(INCH/HR) = 5.47 TOTAL STREAM AREA (ACRES) = 2.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11. 53 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR] 1 53.95 11.60 4.286 2 11.53 7.94 5.473 AREA (ACRE) 12 .71 2.28 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 53.78 7.94 5.473 2 62.98 11.60 4.286 •m •m m COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 62.98 Tc(MIN.) = TOTAL AREA(ACRES) = 14.99 LONGEST FLOWPATH FROM NODE 895.00 TO NODE 11.60 965.00 = 1907.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 965.00 TO NODE i90.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 298.70 DOWNSTREAM(FEET) = 298.50 FLOW LENGTH(FEET) = 32.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 3 0.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.57 ESTIMATED PIPE DIAMETER{INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 62.98 PIPE TRAVEL TIME (MIN.) = 0.06 Tc(MIN.) = 11.67 LONGEST FLOWPATH FROM NODE 895.00 TO NODE 890.00 = 1939.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 890.00 TO NODE 890.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 62.98 11.67 4.272 14.99 LONGEST FLOWPATH FROM NODE 895.00 TO NODE 890.00 = 1939.00 FEET ** MEMORY BANK # STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 237.84 12.32 LONGEST FLOWPATH FROM NODE 1 CONFLUENCE DATA ** INTENSITY (INCH/HOUR) 4.124 535.00 TO NODE AREA (ACRE) 60.35 890.00 = 3558.70 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER (CFS) (MIN. ) 1 292.63 11.67 2 298.65 12.32 INTENSITY INCH/HOUR; 4.272 -4.124 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = i.TES ARE'" AS VOLLOWS 298.65 TcAlN.) = 75.34 12.32 EXHIBIT A HYDROLOGY MAP Ml P:\3370\ENGR\REPORTS\DRAIN\3370.00 Lots 17-18\REPORTWppendix.DOC EXHIBIT B HYDRAULIC MAP P:\3370\ENGR\REPORTS\DRAIN\3370.00 Lots 17-18\REPORTVAppendix.DOC EXHIBIT C EXCERPT OF EXHIBIT FROM BRESSI RANCH PA's 1-5 INDUSTRIAL AREA PROJECT P:\3370\ENGR\REPORTS\DRAJN\3370.00 Lots ]7-18\REPORTW*Lppendix,DOC