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Home My WebLink AboutTract Map 36336 Parcel 7 Final Hydrology/Hydraulic Study Audi FINAL HYDROLOGY/HYDRAULIC TECHNICAL STUDY AUDI OF TEMECULA Temecula, California November 13, 2015 Prepared for: Revision History O 015 1"SUBMITTAL CITY OF TEMECULA Hoehn Motors 1111015 T'SUBMITTAL CITY OF TEMECULA 5475 Car Country Drive Carlsbad, CA 92008 858.755-7890 ph. Report Prepared By. 40810 County Center Drive, Suite 100 Temecula, California 92591-4679 Michael Baker 951.676.8042 telephone 951.676.7240 fax INTERNATIONAL QROF ESS/ON 1� CZNZA( ql Engineer of Work/Contact Person: h`9� � Miguel V. Gonzalez, P.E. W No. 61561 0 M Mark Doty, P.E. * Exp. 6/30/15 JN 14360914360 f OF CAO 11/1�/2015 • FINAL HYDROLOGY/HYDRAULIC TECHNICAL STUDY AUDI OF TEMECULA Temecula, California November 13, 2015 Prepared for: Revision History t 015 ItT SUBMITTAL CITY OF TEMECULA Hoehn Motors 11R015 7"SUBMITTAL CITY OF TEMECULA 5475 Car Country Drive Carlsbad, CA 92008 858.755-7890 ph. • Report Prepared By., 40810 County Center Drive, Suite 100 Temecula, California 92591-4679 Michael Baker 951.676.8042 telephone 951.676.7240 fax INTERNATIONAL QROFESS/ON CFO .CON 4l Engineer of Work/Contact Person: �� fZ�r�F2c Miguel V. Gonzalez, P.E. wiz No. 61561 z Mark Doty, P.E. * Exp. 6/30/15 sTgT CIVI\ �X JN 14360914360 FOFCAl\E An 11/1�i/2015 • FINAL HYDROLOGY/HYDRAULIC Audi of Temecula TECHNICAL STUDY Table of Contents Main Report I. Introduction It. Hydrologic/Hydraulic Methodology III. Hydrology/Hydraulic Analysis IV. Water Quality/Detention Analysis V. Conclusions VI. References List of Figures • Figure- 1: Vicinity Map • Figure-2: Hydrology Map—Pre-Project Conditions Q100 • Figure- 3: Hydrology Map—Post-Project Conditions 01007 • Figure-4: Hydrology Map—Post-Project Conditions with ultimate development Q100 List of Appendices Appendix A: Pre-Project Hydrology Analysis, Rational Method • Al: Pre-Project Undeveloped (Existing) Conditions 100-year storm event • A2: Pre-Project Undeveloped (Existing) Conditions 10-year storm event • Appendix B: Post-Project Hydrology Analysis, Rational Method • 131: Post-Project Developed Conditions 100-year storm • 132: Post-Project Developed Conditions 10=year storm Appendix C: Post-Project+ Ultimate Development Hydrology Analysis, Rational Method • Ct: Post-Project Developed Conditions 100-year storm • C2: Post-Project Developed Conditions 10-year storm Appendix D: Hydraulic Analysis • D1: Street Capacity • D2: Catch Basin Sizing • D3: Storm Drain Analysis Appendix E: Water Quality Analysis • E1: Design Volume Curve • E2: Santa Margarita Permit Area BMP Design Volume Appendix F: Reference Information • F1: Data from RCFCD &WCD Manual • F2: Hydrologic Soils Data • 1 • FINAL HYDROLOGYIHYDRAULIC Audi of Temecula TECHNICAL STUDY I. INTRODUCTION This study is for the Audi of Temecula Grading Plan. The purpose of this study is to determine the storm drain layout for the project site, and determine the sizing for the subsurface systems that will adequately treat for water quality purposes and mitigate for increased runoff. It specifically accomplishes the following: Determine the peak post-developed onsite 10-year and 100-year runoff according to the conceptual grading plans. Define design for storm drain systems to convey the on-site and off-site flows. Design of one water quality mitigation facilities in accordance with the policies of the State of California Water Quality Control Board. 1.Area Description • The project site is located within the Harveston development located in Section 22 of Township 7 South, Range 3 West in the City of Temecula, California. The project site occupies a portion of parcel 7 of Tentative Tract Map 36336 and a portion of lot C of lot line adjustment PA07-0246. The project site is located at the end of Temecula Center Drive. The whole area where the project lays is roughly bounded by Ynez Road to the East, Interstate 15 to the West, Date Street to the South and The Mercedes Benz car dealership to the North.. Figure 1 shows the location of this project. 2. Project Description The project site consists of 3.5 acres developed of a combined parcel of 16.4 acres. It consists of a commercial development for new car dealership. It will have typical facilities for this kind of business operation consisting of parking, sell office, car display and car service. In addition, this project will construct a private road along the frontage of the project for access. 3. Drainage Considerations The existing project site was previously mass graded as part of the Harveston Project. It has poor vegetation cover and gently drains to the west to an existing culvert across interstate 15. The project will construct a storm drain along the south property line from the culvert outlet to a point east of the proposed private access road. It will intercept the flows tributaries to the site prior to • 2 • FINAL HYDROLOGYIHYDRAULIC Audi of Temecula TECHNICAL STUDY reaching the project site. An onsite storm drain system and BMPs are proposed to treat and convey flows. The onsite system will be connected to the off-site storm drain near the existing freeway culvert. II. HYDROLOGIC/HYDRAULIC METHODOLOGY The methodology presented in this study is in compliance with the RCFC&WCD 1978 Hydrology Manual(Reference 5), hereinafter referred to as the Manual). Model Descriptions -The Integrated Rational Method Hydrology System Model Version 8.0, dated January 1, 2011, (Reference 6) within the Advanced Engineering Systems Software (AES) was used to generate the peak 100-year onsite and offsite flows. Soil Type -The Manual utilizes the Soil Conservation Service (SCS) soil classification system, • which classes soils into four(4) hydrological groups (HSG): A through D, with D being the least impervious. Plate C-1.52 of the Manual and the Hydrologic Soils Group Report from The Natural Resources Conservation Service are included in Appendix F. According to this report,this project is located within HSG'C'.' For this report, HSG 'C' was conservatively used in the hydrologic models because the site was previously graded and compacted. Development Type- The proposed development model was based on commercial for areas with higher impervious areas. Intensity- The 10-minute / 60-minute intensity values (inches/hour) for the 10-year and 100- year storm events, obtained from Plate D-4.1 (4 of 6) of the Manual, are 2.36/0.88 and 3.48/1.30, respectively. Drainage Areas and Flow Patterns - The drainage areas and Flow patterns for existing and proposed conditions were determined using the existing topography (Cadd) and the data • 3 FINAL HYDROLOGYIHYDRAULIC Audl of Temecula • TECHNICAL STUDY available per the conceptual Grading Plan, respectively. The areas were measured using the computer capabilities of AutoCAD. III. HYDROLOGY/HYDRAULIC ANALYSIS The methodology presented in this report is in accordance with the procedures and recommendations outlined in the Riverside County Flood Control and Water Conservation District Hydrology Manual 1978 edition (Ref, 1), referred to hereafter as 'Hydrology Manual'. The Integrated Rational Method Program (Ref. 2), within the Advanced Engineering Software (AES) was used to generate the rational method 10- and 1007year flow rates. Figures 2, 3 and 4 in appendixes A. B and C respectively show the proposed drainage patterns for this project. The allowable flow depths in the streets were limited to the top of curb for the 10-year discharge and to remain within the right-of-way for the 100-year discharge per RCFCD hydraulic criteria. Hydraulic Elements I computer program (Ref. 5) was used to determine the street capacity flow • rates. The design discharges tributary to the,proposed curb outlet were obtained from the results of the rational method hydrology calculations. The proposed curb outlet have been designed to intercept the 100-year flows without overtopping the curb. FlowMaster computer program was used to size the curb outlet. Curb outlet sizing/street capacity calculations are included in Appendix D. The storm drains were sized to convey the 100-year storm in a combination of street flow and pipe flow without exceeding RCFCD hydraulic criteria. The hydraulic analysis was performed using the Water Surface Pressure Gradient (WSPG) computer program.. For laterals, the starting water surface used was the hydraulic grade line at the confluence. The WSPG input and output files are included in Appendix D. • 4 • FINAL HYDROLOGY/HYDRAULIC Audi of Temecula TECHNICAL STUDY IV. WATER QUALITY ANALYSES AND HYDRO MODIFICATION In order to treat the required water quality volume for The Audi of Temecula, a combined system consisting of pervious pavement and bio-retention facilities is proposed. The required water quality volume (VBMP) for the basin was determined utilizing the Santa Margarita Watershed BMP Design Volume Worksheet form appendix F of the Riverside County Design Handbook for Low Impact Development Best Management Practices (Reference 6). The supporting calculations are included in Appendix E. V. CONCLUSIONS f. Methodology used in this report is in compliance with the Riverside County Flood Control and Water Conservation District. • 2. There are no anticipated negative downstream or upstream impacts. • 5 • FINAL HYDROLOGY/HYDRAULIC Audi of Temecula TECHNICAL STUDY VI. REFERENCES 1. Riverside Flood Control District and Water Conservation District(RCFC&WCD) Hydrology Manual, 1978. 2. Advanced Engineering Systems Software (AES), Rational Method Hydrology System Model Version 8.0, January 1, 2000. 3. Advanced Engineering Systems Software(AES), Hydraulic Elements Program Package (HELE1)Version 8.0, January 1, 2000. 4. Haestad Methods, Inc.,FlowMaster version 8i. 5. Los Angeles County Flood Control District,Water Surface Pressure Gradient(WSPG), • January 1979. 6. Riverside Flood Control District and Water Conservation District, Riverside Design Handbook or Low Impact Development, Be r st Management Practices, September, 2011. H."MX1 tlatWWDaiM"ftFW w 1435W MrrNWROW-lalsa,ac • 6 • 1� F� � O c OP "o v � r� PROJECT SITE N ��p0 • �0 90 VICINITY MAP NO SCALE Z w J Q U N • -1 40810 COUNTY CENTER DR., FIGURE 1 Michael Baker : SUITE101 VICINITY MAP TEMECULA,CA 92591 042 1 N T E R N A T 1 0 N A L MBAKERINTL.COM AUDI OF TEMECULA • FINAL HYDROLOGY/HYDRAULIC Audi of Temecula TECHNICAL STUDY APPENDIX A HYDROLOGY ANALYSIS, RATIONAL METHOD Al: Pre-Project Undeveloped (Existing) Conditions, 100-year storm event A2: Pre-Project Undeveloped (Existing) Conditions, 10-year storm event • • AUDI-EX100.RES #Adidtrtrd4#trdAd4iidi48trtr4tr444tr444444dd4444444444444Q444d4#didddA#iAAdb4i44i4d RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION. DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2011 Advanced Engineering Software (aes) (Rational Tablingg version 18.0) Release Date: 07/O1/2011 License ID 1264 Analysis prepared by: RBF Consulting, A Company of: Michael Baker International 40810 County Center Drive, Suite 100 Temecula, CA 92591-6049 tr trd44444 i44d4trd44ddtrtri}trtrbtr DESCRIPTION OF STUDY ***4i4d444tr4d44i444db4trtrtrtr ° JN: 143609, HOEN MOTORS TEMECULA AUDI * PRELIMINARY HYDROLOGY ° * UNDEVELOPED EXISTING CONDITIONS ° 44d44i4ditrdAd4d84dA4444bdtrb444dd44444dtr4dAd4dtrbdtrQddtrddii4dddddd4A4A4i44d4 FILE NAME: AUDI-EX.DAT _ TIME/DATE OF STUDY: 16:21 03/30/2015 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ----------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) IQO-.00J SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 • 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00, 1-HOUR INTENSITY(INCH/HOUR) = 1.300 SLOPE OF INTENSITY DURATION CURVE = 0.5496 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: . CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) _ SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* 4444dtrdd4id4tr#ddtrid4dd4ddAAAdAdAAi4A4i4d4d444bd44dddtr444Qtrtr4tr4trtrd4#4trtrddtrtrtr# FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM • DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 817.00 UPSTREAM ELEVATION(FEET) = 1097.30 DOWNSTREAM ELEVATION(FEET) = 1093.50 Page 1 • AUDI-EX100.RES ELEVATION DIFFERENCE(FEET) = 3.80 TC = 0.533*[( 817.00**3)/( 3.80)]**•2 = 22.792 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ 2.213 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT .7083 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 9.89 TOTAL AREA(ACRES) = 6.31 TOTAL RUNOFF(CFS) = 9.89 trdbd¢4QA4#A4bAQAbQtrQQQd#Qdbbbdd4trAAi#trdi444trtritr4trdtr4trtr4Atr44trd4Qddd4trQ4QddQd¢ FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = S2 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA UPSTREAM(FEET) 1093.50 DOWNSTREAM(FEET) = 1088.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 365.00 CHANNEL SLOPE = 0.0126 CHANNEL FLOW THRU SUBAREA(CFS) = 9.89 FLOW VELOCITY(FEET/SEC) = 2.80 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.17 Tc(MIN.) = 24.97 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 13.00 = 1182.00 FEET. QdtrAi44trtrAQQAOtrA40itrA4##44tr444trtrAA84A itr48trAQtr*Q4A#QQd4d4dQ►#4#######d#iii*i4 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR .RAINFALL INTENSITY(INCH/HOUR) = 2.10S UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7006 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 3.73 SUBAREA RUNOFF(CFS) = 5.50 • TOTAL AREA(ACRES) = 10.0 TOTAL RUNOFF(CFS) = 15.39 TC(MIN.) = 24.97 tr 44dtriditr4itr44trd44d4dddtrtrtrtr#4i4dQd4id44Q44QbQtr4i#dQAAtrAA44Q44AA444A444444itr4 FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 24.97 RAINFALL INTENSITY(INCH/HR) = 2.10 TOTAL STREAM AREA(ACRES) = 10.04 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.39 tr4A44dd4QdQdAQiAbdAQQ4QQQA4Q#QQQ4k#44#44A4#A44A4tr4itr4AbA#A4tr44ddtrtr44itr4itrddA FLOW PROCESS FROM NODE 31.00 TO .NODE 13.00 IS CODE = 21 ------------------------------------------- -------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 995.00 UPSTREAM ELEVATION(FEET) = 1095.80 DOWNSTREAM ELEVATION(FEET) = 1088.90 ELEVATION DIFFERENCE(FEET) = 6.90 TC = 0.533*[( 995.00**3)/( 6.90)]**.2 = 22.768 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.214 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7084 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 10.38 • TOTAL AREA(ACRES) = 6.62 TOTAL RUNOFF(CFS) = 10.38 i 4Ad4trdi4trdtr44dtrdd4btr4trkA4d4Adiddik4AtrkAiAdidQQ*QQ#Q#dQdQtrtr*Q#QtrAA4ddQAtrQ*## FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 ------------------------------------------------------7--------------------- Page 2 • AUDI-EX100.RES »»>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.) = 22.77 RAINFALL INTENSITY(INCH/HR) = 2.21 TOTAL STREAM AREA(ACRES) = 6.62 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.38 44 CONFLUENCE DATA 44 STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 15..39 24.97 2.105 10.04 2 16.38 22.77 2,214 6.62 444d44444ddddtrdtr4tr4A4444dddd44444WARNINGtrtr44tr444trdtrtr44444tr4trtr4trd44ddtrtr4trbtr IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 44#trtr4tr444d444trtrd4tr4d4dbtrdd44ddddtrdtrdbddb*4A*bdA#d*#b*b4*AdAddtrd404Atrtrd4b4 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA, USED FOR 2 STREAMS. tr4 PEAK FLOW RATE TABLE k° STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 24.42 22.77 2.214 2 25.26 24.97 2.105 • COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 25.26 TC(MIN.) = 24.97 TOTAL AREA(ACRES) = 16.7 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 13.00 = 1182.00 FEET. d dAtrOA44tr44trdtr444trd4tr4tr4dtr44tr4bdtrb#trdtrd#dA*#d44kdd4Ad*dAddkd4trk4trtrdbtr444Atr44 FLOW PROCESS FROM NODE 14.00 TO NODE 1S.00- IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 1091.00 DOWNSTREAM(FEET) = 1071.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 60.00 CHANNEL SLOPE = 0.3333 CHANNEL BASE(FEET) = 8.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 3.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.102 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7004 SOIL CLASSIFICATION IS "C" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2S.27 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) -= 18.61 AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 25.02 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.01 TOTAL AREA(ACRES) = 16.7 PEAK FLOW RATE(CFS) = 25.28 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC.) 18.61 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 15.00 = 1242.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 16.7 TC(MIN.) .= 25.02 • --PEAK FLOW-RATE(-CFS)=======25 28 END OF RATIONAL METHOD ANALYSIS Page 3 • AUDI-EX10.RES tr btrb¢¢4bbObbA4kf trbd44444tr4tr4itrdddtrtr44d44tr4if tr4id4d4dd*d4ddd444trdi4*dAA**AAA# RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2011 Advanced Engineering Software (aes) (Rational Tabling Version 18.0) Release Date: 07/01/2011 License ID 1264 Analysis prepared by: RBF Consulting, A Company of: Michael Baker International 40810 County Center Drive, Suite 100 Temecula, CA 92591-6049 44dtr4*4trtrtrtrdtr44dd4dtrtrtrddtrA DESCRIPTION OF STUDY 4Atrdtrd4b444Akd44#d44f tr44bd ° IN: 143609, HOEN MOTORS TEMECULA AUDI ° ° PRELIMINARY HYDROLOGY ° ° UNDEVELOPED EXISTING CONDITIONS ° trtrddAf trbdtrdbk40dtrdtrtrdk4trtrtrktrtrbd**4tr4d4kdtrkf 4bditrdd4tr#trddtrkAtrdtr#*#4*4f tr4trtrA FILE NAME: AUDI-EX.DAT TIME/DATE OF STUDY: 16:34 03/30/2015 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 • 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) 3.480 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = 0.889 SLOPE OF INTENSITY DURATION CURVE = 0.5506 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES °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.* d 444f bd#44AA*44AbdAAAf trf A¢ddA4dAbb4f 4#4trtr4A¢fb¢f trdtrAtrdb4tr4#44i44d44df 44d4tr4d FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< .ASSUMED INITIAL SUBAREA UNIFORM • DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 817.00 UPSTREAM ELEVATION(FEET) = 1097.30 DOWNSTREAM ELEVATION(FEET) = 1093.50 Page 1 • AUDI-EX10.RES ELEVATION DIFFERENCE(FEET) = 3.80 TC = 0.533*[( 817.00**3)/( 3.80)]**.2 = 22.792 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.514 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6449 SOIL CLASSIFICATION IS ..C1. SUBAREA RUNOFF(CFS) = 6.16 TOTAL AREA(ACRES) = 6.31 TOTAL RUNOFF(CFS) = 6.16 A dddtr►tr44444trtrd4dtr4fi4f444trtrbtr##bQb##trdtrd#trd44A4dA444Qd444Atrbddtr4fd4ffbtr4*d* FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA UPSTREAM(FEET) 1093.50 DOWNSTREAM(FEET) = 1088.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 365.00 CHANNEL SLOPE = 0.0126 CHANNEL FLOW THRU SUBAREA(CFS) = 6.16 FLOW VELOCITY(FEET/SEC) = 2.49 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.44 TC(MIN.) = 25.24 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 13.00 = 1182.00 FEET. 44dd48tr4i4trd44i44#trAQ*Addd**4*##*44d4444d4dA*4A*4844¢dtr48triftr4Qa4Qa#dgbbgiff FLOW PROCESS FROM NODE 12.00 TO NODE 13.00• IS CODE = 81 ----------------------------------------------------=----------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) 1.432 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6345 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) 3.73 SUBAREA RUNOFF(CFS) = 3.39 • TOTAL AREA(ACRES) = 10.0 TOTAL RUNOFF(CFS) = 9.55 TC(MIN.) = 2S.24 d 4Ad4tri#d#trd*44ddb4**i*R*A*A44d4444444848tr4tr448trd4#d4atrA*#dd4**d*4*4Ak*44A4A FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM. 1 ARE: - TIME OF CONCENTRATION(MIN.) = 25.24 RAINFALL INTENSITY(INCH/HR) = 1.43 TOTAL. STREAM AREA(ACRES) = 10.04 PEAK FLOW. RATE(CFS) AT CONFLUENCE = 9.55 44**44444*d**484444a44tr4trtred4444A4d44d484dbd4dd4f 444444*b44*A44Atr4A4d4tr*4444 FLOW PROCESS FROM NODE 31.00 TO NODE 13.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL. SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 995.00 UPSTREAM ELEVATION(FEET) = 1095.80 DOWNSTREAM ELEVATION(FEET) = 1088.90 ELEVATION DIFFERENCE(FEET) = 6.90 TC = 0.533*[( 995.00**3)/( 6.90)]**.2 = 22.768 10 YEAR RAINFALL INTENSITY(INCH/HOUR) .= 1.515 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .64SO SOIL CLASSIFICATION IS ..C.. SUBAREA RUNOFF(CFS) = 6.47 • TOTAL AREA(ACRES) = 6.62 TOTAL RUNOFF(CFS) = 6.47 48*d4#444iA4#b#d#A##trtr#d4#4Q*dtrAtr**48*4tr444Atr4i44QA44Qi84Qd44Q##trtrd#trd#**#f* FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 ---------------------------------------------------------------------------- Page 2 • AUDI-EX10.RES »»>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.) = 22.77 RAINFALL INTENSITY(INCH HR) = 1.52 TOTAL STREAM AREA(ACRES) = 6.62 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.47 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.55 2S.24 1.432 10.04 2 6.47 22.77 1.515 6.62 ¢d¢44b4i4bkk44itr4tr¢tr4tr4trtrtrdtr4trdtrdWARNINGikbi¢btriditr4trtr4tr¢tr4trddtrtrdd4trtrdi4trf IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. d44dtrddtrtrdtrtrtr44k44kki4kd¢4444trA44k4f btrbtrktr4trdtrtrtrdb4ddtr48b4ikitrtrkk#k¢4f trtr¢tr 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 15.09 22.77 1.515 2 15.67 25.24 1.432 • COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.67 TC(MIN.) = 25.24 TOTAL AREA(ACRES) = 16.7 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 13.00 = 1182.00 FEET. tr trtrd44trtrtr4tri4d44bkibtri4¢#dfdiiiitrtrtrtrtr44d4trd4trd4trtr4dtritrk44k4tr#itrtr4trtrd¢#4trtr444 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 1091.00 DOWNSTREAM(FEET) = 1071.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 60.00 CHANNEL SLOPE = 0.3333 CHANNEL BASE(FEET) = 8.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.013 MAXIMUM DEPTH(FEET) = 3.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.430 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6343 SOIL CLASSIFICATION IS "C" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.67 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 15.96 AVERAGE FLOW DEPTH(FEET) = 0.12 TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 25.30 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.01 TOTAL AREA(ACRES) = 16.7 PEAK FLOW RATE(CFS) = 15.67 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.12 FLOW VELOCITY(FEET/SEC.) = 15.96 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 15.00 = 1242.00 FEET. -- --=--- ----_ ___--_- END OF STUDY SUMMARY:' TOTAL AREA(ACRES) = 16.7 TC(MIN.) = 25.30 • PEAK FLOW RATE(CFS) = 15.67 END OF RATIONAL METHOD ANALYSIS Page 3 • FINAL HYDROLOGY/HYDRAULIC Audi of Temecula TECHNICAL STUDY APPENDIX B HYDROLOGY ANALYSIS, RATIONAL METHOD B1: Post-Project Developed Conditions, 100-year storm event B2: Post-Project Developed Conditions, 10-year storm event • • AUDI-DEV100.RES tr tr4di4tr48i4ddtr4ibb4dtr44b44trtr44trtr44tr4trdd44tr4444itriktr4itrbdtrtr4d44di4tr4i44itr4tr4tr RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2011 Advanced Engineering software (aes) (Rational Tablingg version 18.0) Release Date: 07/O1/2011 License ID 1264 Analysis prepared by: Michael Baker International 40810 county center Drive, suite 100 Temecula, CA 92591-6049 itrtrtriitrtrtrdtr4dtrtrddtrtrdbtr4444 DESCRIPTION OF STUDY * 7N: 143609, HOEN MOTORS TEMECULA AUDI ° PRELIMINARY HYDROLOGY * DEVELOPED CONDITIONS 8444tr4444i44db44trtr4d44444444tr4444tr4444k4¢4484db#b48d84444tr44*trtrb4tr4dtrdtrtritr FILE NAME: AUDI-DEV.DAT TIME/DATE OF STUDY: 16:53 09/03/2015 ------------------------------------------7--------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 • 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) _ 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5S05732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.S495536 COMPUTED RAINFALL INTENSITY DATA: - - - STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.300 SLOPE OF INTENSITY DURATION CURVE = 0.5496 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *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°FTSS) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.- FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< __----- ----------_ -------_--__- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL • TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]dtr 2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 616.80 UPSTREAM ELEVATION(FEET) _ 1097.80 DOWNSTREAM ELEVATION(FEET) = 1094.00 ELEVATION DIFFERENCE(FEET) = 3.80 Page 1 ES TC = 0.303*[( 616.80**3)/( 3.80j]* De2v = 10.958 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.309 COMMERCIAL. DEVELOPMENT RUNOFF COEFFICIENT = .8862 SOIL CLASSIFICATION IS ..C'1 SUBAREA RUNOFF(CFS) = 17.19 TOTAL AREA(ACRES) = 5.86 TOTAL RUNOFF(CFS) = 17.19 d#tr4bdtrdif 4dd84df 4#trtr###d#d#d4##4444itrtrtrtrb##tr#bdtr4tr4##4#bd#trb#trtr#4dtrtr#trddtrtr# FLOW PROCESS FROM NODE 12.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA UPSTREAM(FEET) = 1083.30 DOWNSTREAM(FEET) = 1082.85Y FLOW LENGTH(FEET) = 482.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.09 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.19 - PIPE TRAVEL TIME(MIN.) = 2.60 TC(MIN.) = 13.56 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 15.00 = 1098.80 .FEET. *ktrtrtr44#tr#itr4#4tr##b#trtrdddtrtrtr44tr4#trdtr4dtr#4d44bdtr4d##trdd44##*dd**4*d1d44df**#d FLOW PROCESS FROM NODE 15.00 TO NODE 1S.00 IS CODE = 1 ------------------ --------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ----- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.56 RAINFALL INTENSITY(INCH/HR) = 2.94 TOTAL STREAM AREA(ACRES) = 5.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.19 tr44#tr4d4#tr#4dtrdtr44°tr44°*dtrddddd#dd##kkkd#k#kd4kdf*f idkklkdf*kb4#bf###dikb44d FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]*A.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 995.00 UPSTREAM ELEVATION(FEET) = 1095.80 ' DOWNSTREAM ELEVATION(FEET) = 1088.50 ELEVATION DIFFERENCE(FEET) = 7.30 TC = 0.303*[( 995.00**3)/( 7.30)]i*.2 = 12.812 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.037 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8852 SOIL CLASSIFICATION IS ..C.. SUBAREA RUNOFF(CFS) = 16.80 TOTAL AREA(ACRES) 6.25 TOTAL RUNOFF(CFS) = 16.80 f*tr44 4kk4dk4df#k4id iA#dddddddd#i4444f df 4d444tr4f 444d4444b4444f 4ddtrf 44444#tr444 FLOW PROCESS FROM NODE 32.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA UPSTREAM(FEET) = 1083.10 DOWNSTREAM(FEET) = 1082.30 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.O .INCH PIPE IS 15.3 INCHES • PIPE-FLOW VELOCITY(FEET/SEC.) = 8.92 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.80 PIPE TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 12.91 LONGEST FLOWPATH FROM NODE - 31.00 TO NODE 15.00 = 1045.00 FEET. Page 2 • AUDI-DEV100.RES 444f b444d44Qd4df 44f 44d4trdd444dd4db444itrdtrd4Yf Y4tr*QA444dApQA4QA4idptrOdtrbdd4i4 FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.91 RAINFALL. INTENSITY(INCH/HR) = 3.02 TOTAL STREAM AREA(ACRES) = 6.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.80 A* CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 17.19 13.56 2.944 5.86 2 16.80 12.91 3.025 6.25 bdb44dQ4tr4d44db444dtrb4ddtrtrd44ddd4WARNING4tr*4d44444Rk4A*Q*4Qp44Atrtr4f 44b4trYtr IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCO FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 4d4dQQ4p4p4k44trd44dYtrtrddtrbtrtrtrtrYtrdtrddddtr44AQQ4A4dd4A4d4A4444bQQp4trAtr44d4itr4 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. °tr PEAK FLOW RATE TABLE d4 ' • STREAM RUNOFF Tc INTENSITY, NUMBER (CFS) (MIN.) (INCH/HOUR) 1 33.16 12.91 3.025 2 33.54 13.56 2.944 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 33.54 . TC(MIN.) = 13.56 TOTAL AREA(ACRES) = 12.1 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 15.00 = 1098.80 FEET. tr 4d4444444df tr4dAd4444A4QQtrtrtr444fddd4trYdtr44tr444trdY4d4ddA4d444*4ddAbQAb44444A4 FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- »»"COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1082.30 DOWNSTREAM(FEET) = 1077. 50 FLOW LENGTH(FEET) = 150.50 MANNING'S N = 0.013 DEPTH OF FLOW ,IN 24.0 INCH PIPE IS 17.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.75 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.54 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 13.74 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 16.00 = 1249.30 FEET. d trtrd4trtrbbitrtrddtrd4dtr4tr4Qd4trbbAk46p4pd4tr4d4Otr4dd4trdbdtr444trdtrbYtrbdYtrdd4dtr4dtr4dd FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 10 ---------------------------------------------------------------------------- " > "MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< d 444d4444tr444db444dA*4AAAAApQQ4R44ktrpdd4d44d4tr44tr4d44dA4trA4tr44Ytrtrddd*44*4trd4 • FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM Page 3 • DEVELOPMENT IS COMMERCIAL AUDI-DEV100.RES TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 260.90. UPSTREAM ELEVATION(FEET) = 1093.90 DOWNSTREAM ELEVATION(FEET) = 1091.20 ELEVATION DIFFERENCE(FEET) = 2.70 TC =. 0.303*[( 260.90**3)/( 2.70)]**_2 7.002 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.233 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8888 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 3.42 TOTAL AREA(ACRES) = 0.91 TOTAL RUNOFF(CFS) = 3.42 4 trk4b4¢¢4#¢d4dddA*trtrd#d##4#####•*##**dd*d4ka#bd44¢tr¢#¢Ad*ddtrakk4dkbdb4A4*44¢ FLOW PROCESS FROM NODE 42.00 TO NODE 44.00 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-.FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA UPSTREAM(FEET) = 1087.20 DOWNSTREAM(FEET) 1086.00 - FLOW LENGTH(FEET) = 260.00 MANNING'S N = - 0.013 ASSUME FULL-FLOWING PIPELINE - PIPE-FLOW VELOCITY(FEET/SEC.) = 4.36 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.42 PIPE TRAVEL TIME(MIN.) = 0.99 Tc(MIN.) = 8.00 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 44.00 = 520.90 FEET. 4444#ddd*#trtr*dkkad4trdA4#¢##¢#d*#*#**trkdk4d4R44A44dda**4tr4d44dk4dd4*Ad¢*d**** • FLOW PROCESS FROM NODE 44.00 TO NODE 44.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.00 RAINFALL INTENSITY(INCH/HR) = 3.94 TOTAL STREAM AREA(ACRES) = 0.91 PEAK FLOW RATE(CFS) AT CONFLUENCE .= 3.42 #*tra4tr4#4k4dtrtr4#A4#¢Ad*¢dddd#AA4trtrdddd44ddtr¢*¢*4#dA4tra4add4#Ad¢Ad#dA4dA44dtrtr FLOW PROCESS FROM NODE 43.00 TO NODE 44.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 206.10 UPSTREAM ELEVATION(FEET) = 1093.20 DOWNSTREAM ELEVATION(FEET) = 1090.00 ELEVATION DIFFERENCE(FEET) = 3.20 TC = 0.303*[( 206.10**3)/( 3.20)]**.2 = 5.875 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.661 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8898 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) 3.61 TOTAL AREA(ACRES) = 0.87 TOTAL RUNOFF(CFS) = 3.61 4#¢d**ddk*trtrAtrddkad44###¢d*d¢ddd*d**dtrkdtr4dbtr44#trdad*trdkdka#44#a4*##¢***kdkk FLOW PROCESS FROM NODE 44.00 TO NODE 44.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 Page 4 . AUDI-DEV100.RES CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = S.87 RAINFALL INTENSITY(INCH HR) = 4.66 TOTAL STREAM AREA(ACRES = 0.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.61 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.42 8.00 3.935 0.91. 2 3.61 5.87 4.661 0.87 4d#8tr4d4trtrd84dd44d4trtr4ddd44444d48WARNING4dbdbtrdtrddbb*4d448448448dtr4 itrtr4trtrd IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 8444Atrtr44844tr44tr444b*bdbdddtr*trtrbAdtrd4444844trtr444d4dd4dtrtrdb44trddbd44tr48trd*tr RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS'. iA PEAK FLOW RATE TABLE '** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 6.12 S.87 4.661 2 6.47 8.00 3.935 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.12 TC(MIN.) = 5.87 TOTAL AREA(ACRES) = 1.8 • LONGEST FLOWPATH FROM. NODE 41.00 TO NODE 44.00 = 520.90 FEET. d AA44trdA4trb4trtrtrtr4Ab4#**b**d*k*4#44A#AA4A4dtr4dd44d444d4Ad844tr44dddd444Abbtrkb* FLOW PROCESS FROM NODE 44.00 TO NODE 48.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA UPSTREAM(FEET) _ . 1086.00 DOWNSTREAM(FEET) = 1084.00 FLOW LENGTH(FEET) = 430.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS '13.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.35 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.12 PIPE TRAVEL TIME(MIN.) = 1.65 TC(MIN.) = 7.52 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 48.00 = 950.90 FEET. d trd4trdtrdbtr4d4ktrtr*48d44#d4tr4trtrtrtr44444ii4d4ditr4trd48trdtrtr4dtrtrtrdtrtr4dAdtrtrbddtrtrdtrbb FLOW PROCESS FROM NODE 48.00 TO NODE 48.00 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.) = 7.52 RAINFALL INTENSITY(INCH/HR) = 4.07 TOTAL STREAM AREA(ACRES) = 1..78 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.12 dddtrddbddd4trOA48#bbdd44ddiiiididdii#tr#iA4dtr4ddd4A4d4444AA4Abb444tr4d.44d444d4d FLOW PROCESS FROM NODE 41.00 TO NODE 47.00 IS CODE = 21 ---------------------------------------------------------------------------- _• »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 Page 5 • AUDI-DEV100.RES INITIAL SUBAREA FLOW-LENGTH(FEET) = 150.00 UPSTREAM ELEVATION(FEET) = 1093.90 DOWNSTREAM ELEVATION(FEET) = 1090.00 ELEVATION DIFFERENCE(FEET) = 3.90 TC = 0.303*[( 1SO.00**3)/( 3.90)]**.2 = 4.667 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.093 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8905 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 5.22 TOTAL AREA(ACRES) = 1.15 TOTAL RUNOFF(CFS) = 5.22 444tr*d4trtr*dddtrtrddAdtrtrAb#d44dtrd4trd4ddd¢bbdbtrdd844trd4db4trb44trd444trb4844trtrtrtrtrdtr FLOW PROCESS FROM NODE 47.00 TO NODE 48.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««c »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1084.50 DOWNSTREAM(FEET) = 1083.50 FLOW LENGTH(FEET) = 54.00. MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.17 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.22 PIPE TRAVEL TIME(MIN.) = 0..13 TC(MIN.) = 5.13 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 48.00 = 204.00 FEET. 44dbkbtrtr4tr4}b4¢k48*44dtrtrtrtrtrtr4444dbdidtrA***844884Abk44b444Atrtr4tr4db4trbbdA844b4 FLOW PROCESS FROM NODE 48.00 TO NODE 48.00 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.) = 5.13 RAINFALL INTENSITY(INCH/HR = 5.02 TOTAL STREAM AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.22 d*Addtr*Add¢b¢bbdtr48trb444d4dd4ddd444dd*dd*4dbbd**trb4*k48#AA44Ad¢b4dbddbbAb*#* FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS MOBILE HOME PARK TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 300.00 UPSTREAM ELEVATION(FEET) = 1095.10 DOWNSTREAM ELEVATION(FEET) = 1093.50 ELEVATION DIFFERENCE(FEET) = 1.60 TC = 0.336*[( 300.00**3)/( 1.60)]**.2 = 9.368 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.607 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .8680 _ SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 1.03 TOTAL AREA(ACRES) = 0.33 TOTAL RUNOFF(CFS) = 1.03 ¢bddtrbb44d4dbddbdd*}d}48}}d¢¢¢¢b**AA444}}#dbtd4}4ddtr4d444444444444444¢4448db FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 31 ---------------------------------------------------------------------------- SUBARE • -»»>USING E PIPE-FLOW TRAVEL TIME THRU(NON-PRESSURE - »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1089.50 DOWNSTREAM(FEET) = 1089.00 FLOW LENGTH(FEET) = 21.00 MANNING'S N = 0.013 Page 6 • AUDI-DEV100.RES ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.95 ESTIMATED PIPE DIAMETER(INCH). = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.03 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 9.44 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 23.00 = 321.00 FEET. i i44444#Q48f d4f 44dtrtrtrf ff trd4488trdtrtr4Atrtrdtrddd444#Q4d4dtrdbbf b4trb4trbid4ddb4dbtrdtr .FLOW PROCESS FROM NODE 23.00 TO NODE 46.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100- YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.592 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8871 SOIL CLASSIFICATION IS ..C.. SUBAREA AREA(ACRES) = 1.09 SUBAREA RUNOFF(CFS) = 3.47 TOTAL AREA(ACRES) 1.4 TOTAL RUNOFF(CFS) = 4.51 TC(MIN.) = 9.44 Qtr#AbdQA4d4d444dA*44*QQQQQ44tr44tr04QAtrtr4trdtrQdd444trbAdd4A*4kQ4*db4QtrQQdtr4*tr4ib FLOW PROCESS FROM NODE 46.00 TO NODE 48.00 IS CODE - 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««<. ELEVATION. DATA: UPSTREAM(FEET) = 1085.50 DOWNSTREAM(FEET) = 1083.00 FLOW LENGTH(FEET) = 155.00 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.) = 6.56 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.51 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 9.83 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 48.00 = 476.00 FEET. dtr44#tr48844dd4#ddQdddQQdidQi44444tr44tr4dtrQd4d4#444d4d4d4b444d*trA4Qtr4dA844AbA4 FLOW PROCESS FROM NODE 48.00 TO NODE 48.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.83 RAINFALL INTENSITY(INCH/HR) = 3.51 TOTAL STREAM AREA(ACRES) = 1.42 PEAK FLOW RATE(CFS) AT CONFLUENCE 4.51 CONFLUENCE DATA °* STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.12 7.52 4.070 1.78 2 5.22 5.13 5.025 1.15 3 4.51 9.83 3.512 1.42 trb*Q484tr4d44dtr4trtr444tr#48dddAdd#AAWARNINGA44ddtr4dd4d44trdtr4#trQtrtrd4##dk#d#4Q* IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. A4trAA484dAddd*#d*#trb*dtr*4trdbtrb4btrtrbA d4db#A#dA#Atr*#tr**4A4#trk4d#d4*trbbd44i4tr • 'RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE A* STREAM RUNOFF TC INTENSITY Page 7 • AUDI-DEV100.RES NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.74 5.13 5.025 2 13.80 7.52 4.070 3 13.44 9.83 3.512 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.80 TC(MIN.) = 7.52 TOTAL AREA(ACRES) = 4.3 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 48.00 = 950.90 FEET. trtrA444A4trdd4A**#A*dA*##¢¢A¢¢#dbk4¢trA¢#kd4dAb#f44#d444*44tr44*44dtrAA4Ab#A*#A## FLOW PROCESS FROM NODE 48.00 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1078.50 DOWNSTREAM(FEET) = 1077.50 FLOW LENGTH(FEET) = 13.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.0 INCHES PIPE-FLOW VELOCITY(FE ET/SEC.) = -15.63 ESTIMATED PIPE DIAMETER(INCH) = 18.00_ NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 13.80 PIPE TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 7.53 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 16.00 = 963.90 FEET. 444dd4tr44trd4trtrd4d44d44trf AAdd#Ad##b#kAA#4b#trbd4trbf b4dtrtrdtrtrdtrtr4trtrf dtr4trtr4d44f d# FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««< °d MAIN STREAM CONFLUENCE DATA STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.80 7.53 4.066 4.35 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 16.00 = 963.90 FEET. bf MEMORY BANK # 1 CONFLUENCE DATA 4¢ STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 33.54 13.74 2.923 12.11 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 16.00 = 1249.30 FEET. iAbbff#tr4dbtr4df d4ddd4444tr4kAkA4##WARNING#d44Abb#¢A#¢bdtr4f itr444f tr4.4d#4ddtrd IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. tr 44trtrtrtr44trddtrtrd4AA44*#*¢*A¢#bbtr4¢#4#4trbf tr4d44d44trf 4tr4trd444dtr4dtrd#b44*4tr**# bd PEAK FLOW RATE TABLE tr° STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 32.19 7.S3 4.066 2 43.46 13.74 2.923 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) _ 43.46 Tc(MIN.) = 13.74 TOTAL AREA(ACRES) = 16.5 f tr4d44trtrdtrdtrd#tr4*4A44tr#d##d4b444A¢fdtr4dtrtrAtr4#4d4i44dtr44AA4trAtrAAdA*#A*4AbdtrA4 FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««<' »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1077.50 DOWNSTREAM(FEET) = 1072.10 Page 8 • AUDI-DEV100.RES FLOW LENGTH(FEET) = 68.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.1 INCHES PIPE-FLOW_ VELOCITY(FEET/SEC.) = 20.88 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 43.46 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 13.79 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 17.00 = 1317.80 FEET. --------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 16.5 TC(MIN.) = 13.79 PEAK FLOW RATE(CFS) = 43.46 END OF RATIONAL METHOD ANALYSIS g • Page 9 • AUDI-DEVIO.RES 4ddi#ddd4#itrtrdtrtr444AA44btrAdtr#trAtr*4itr*#trd*AdA#d#dd#db#dd48i444tr44A4iA4dtr4tr*#tr RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2011 Advanced Engineering Software (aes) (Rational Tabling version 18.0) Release Date: 07/01/2011, License ID 1264 Analysis prepared by: Michael Baker International 40810 County Center Drive, Suite 100 Temecula, CA 92S91-6049 4 trdiAi4trtrdtrtrdtrtrdtr48trtrtrddtrtr DESCRIPTION OF STUDY 4d44A4dAtrtr4trd4trtrdtr*trtr4**tr# * IN: 143609, HOEN MOTORS TEMECULA AUDI * PRELIMINARY HYDROLOGY * DEVELOPED CONDITIONS ddAdtrdddtrA*trdbd4bd4dtrtrdd44trtr44tr4trtriAtrtrdtrdtr44trdtrtr4tr4tr4dtrtrd*4dddtrtrddd4*4trtr4tr FILE NAME: AUDI-DEV.DAT TIME/DATE OF STUDY: 16:52 09/03/2015 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 • 10-YEAR STORM 60-MINUTE INTENSITY INCH/HOUR) = 0.880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = 0.889 SLOPE OF INTENSITY DURATION CURVE = M506 RCFC&91CD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *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.* 8 trdd4trditr4 itrtr4trd*tr4*trtr4dd44444tr44444ddtr4ddtrtrd4trtrddd*trd4ddd*trd*44d4#d#bd4#44d .FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL • TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 616.80 UPSTREAM ELEVATION(FEET) = 1097.80 DOWNSTREAM ELEVATION(FEET) = 1094.00 ELEVATION DIFFERENCE(FEET) = 3.80 Page 1 • AUDI-DEVI0.RES TC = 0.303*[( 616.80**3)/( 3.80)]**.2 = 10.958 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.267 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8812 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 11.70 TOTAL AREA(ACRES) = 5.86 TOTAL RUNOFF(CFS) = 11.70 tr trd0trii4trd4tr4ddd4*trd0##d*44d¢4d#dtrd44Q4trdtrtrdd444trd4dtrtrdtr4dtrQtrtrQtrtritrdtrddtrtr4tr4 FLOW PROCESS FROM NODE 12.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< .ELEVATION DATA: UPSTREAM(FEET) = 1083.30 DOWNSTREAM(FEET) = 1082.85 FLOW LENGTH(FEET) = 482.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.76 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS)'= 11.70 PIPE TRAVEL TIME(MIN.) = 2.91 Tc(MIN.). = 13.87 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 15.00 = 1098.80 FEET. d dtr4d#ff dff 4*fd*d4bf 444Q4trd88Ai¢dQtrtrtrditritrtrditrtr4trdtrdtrtrdtrtri44trdf 444f 4f#f dd#fd FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ---=_=___-=-_------ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN. = 13.87 • RAINFALL INTENSITY(INCH/HR) = 1.99 TOTAL STREAM AREA(ACRES) = 5.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.70 4 df b#bbb#44trdtrdf 4d4484trtrtrtrtrtr#trdd4dtrtrtrtr4444d44#ikdd4Akdf d¢ff df d¢trdtr#¢bQ4tr44*Q FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 995.00 UPSTREAM ELEVATION(FEET) = 1095.80 DOWNSTREAM ELEVATION(FEET) = 1088.50 ELEVATION DIFFERENCE(FEET) = 7.30 TC = 0.303*[( 995.00**3)/( 7.30)]**.2 = 12.812 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.080 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8799 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 11.44 TOTAL AREA(ACRES) = 6.25 TOTAL RUNOFF(CFS) = 11.44 f4#ddidd44dd44dtrd444trtrdd4dddA4fd444#f ddd#f¢dfdi4d4444tr4dd4Q 44dtr4dtr4d44d4444d FLOW PROCESS FROM NODE 32.00 TO NODE. 15.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< JELEVATION DATA UPSTREAM(FEET) = 1083.10 DOWNSTREAM(FEET) = 1082.30 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.4 INCHES • PIPE-FLOW VELOCITY(FEET/SEC.) = 8.08 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.44 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 12.92 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 15.00 = 1045.00 FEET. Page 2 • AUDI-DEVI0.RES 44#Ad4A*trtrAAtrd##d4dAAtrAAd4Ad4trtrdbdtrdd*trAdtrdA4d44Q4i4444di44ditrtri44i4dtrdtrddd4 FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.92 RAINFALL INTENSITY(INCH HR) = 2.07 TOTAL STREAM AREA(ACRES) = 6.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.44 ** CONFLUENCE DATA **. STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.70 13.87 1.991 5.86 2 11.44 12.92 2.070 6.25 44tri44k*trA*A4#**A44trA4A4trtr4trtrd444WARNINGtrd4d4tr44tr4tr4A444trtr4dtrQd444d4dtrtrd4d IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED 'IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA • WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 444trtrd*trd**dAf trtr#k44ktr#4Atrtr44A4tr4trA#*Akdtr*k#trA44Atrtr4444trtr44tr4dtr44dtr44trtrd4d RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE 44 • STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 22.34 12.92 2.070 2 22.70 13.87 1.991 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 22.70' TC(MIN.) = 13.87 TOTAL AREA(ACRES) = 12.1 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 15.00 = 1098.80 FEET. 44Addddtrtr4dtrdAd4ddtr4d4trtr44trd4d4444d4d44dAdAd44d4*d44AtrtrA*44**trA#d4Atr4A44tr4A4 FLOW PROCESS FROM NODE 15.00 TO NODE 16.00IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1082.30 DOWNSTREAM(FEET) 1077.50 FLOW LENGTH(FEET) = 150.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.8 INCHES PIPE-.FLOW VELOCITY(FEET/SEC.) = 12.52 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.70 PIPE TRAVEL TIME(MIN.) = 0.20 TC(MIN.) = 14.07 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 16.00 = 1249.30 FEET. dtr4464tr44ddd4trQitr4dtrtr4dQQ4d44d4trtrd44dddd4trdd4trdtrtr4trd4dd44dtr4trd4trd44d44trd*dA4 FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< tr 444Qdi444d444d4ddtrtr4d44ddd4dd44444d44d44tr4tr4tr44*dAd4A444Atr4444tr4trdAd4***44tr • FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< -------------------------- ASSUMED INITIAL SUBAREA UNIFORM Page 3 DEVELOPMENT IS COMMERCIAL AUDI-DEVIO.RES TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 260.90 UPSTREAM ELEVATION(FEET) = 1093.90 DOWNSTREAM ELEVATION(FEET) = 1091.20 ELEVATION DIFFERENCE(FEET) = 2.70 TC = 0.303*[( 260.90**3)/( 2.70)]**.2 = 7.002 10.YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.900 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8846 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 2.33 TOTAL AREA(ACRES) = 0.91 TOTAL RUNOFF(CFS) = 2.33 4Qf4##tr4pdtrtr4dbtrddb448trtrtr44444444ftr444*4d4ddb##*d*Qd4Ad**f Qf A*QA4Ab44f 84f Off FLOW PROCESS FROM NODE 42.00 TO NODE 44.00 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION. DATA: UPSTREAM(FEET) 1087.20 DOWNSTREAM(FEET) = 1086.00 FLOW LENGTH(FEET) = 260.00 MANNING'S N = 0..013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) _ 2.97 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.33 PIPE TRAVEL TIME(MIN.) = 1.46 TC(MIN.) = 8.46 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 44.00 = 520.90 FEET. i dA4i*f*4di4AfffApQtr444trtrb444tr0tr4f4Atr4d#dd tr44444444d4dAQi*A#4#didd.*44A4*Af Ai • FLOW PROCESS FROM NODE 44.00 TO NODE 44.00 IS CODE = 1 -------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM I ARE: TIME OF CONCENTRATION(MIN.) = 8.46 RAINFALL INTENSITY(INCH/HR) = 2.61 TOTAL STREAM AREA(ACRES) = 0.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.33 4f0tr44A4444AAd4444AQ4A444fff4ddf if AkpAA4tr4Q444f A48d4tr44A444trtrA4tr4tr44d4dd4dd4 FLOW PROCESS FROM NODE 43.00 TO NODE 44.00 IS CODE = 21 ------------------------------------=--------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 206.10 UPSTREAM ELEVATION(FEET) = 1093.20 DOWNSTREAM ELEVATION(FEET) = 1090.00 ELEVATION DIFFERENCE(FEET) = 3.20 TC = 0.303*[( 206.10**3)/( 3.20)]**.2 = 5.875 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.195 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8858 SOIL CLASSIFICATION IS "C' SUBAREA RUNOFF(CFS) = 2.46 TOTAL AREA(ACRES) = 0.87 TOTAL RUNOFF(CFS) = 2.46 4dtr4trd#itr4#ditr*4QAAf tr4id#b44A4Abdd#444tr4#tr4tr44dtr4d4dtr#dtrtrd*#bd*trtr#tr4idQ**Q*d FLOW PROCESS FROM NODE 44.00 TO NODE 44.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< - -------------------------- TOTAL NUMBER OF STREAMS = 2 Page 4 • AUDI-DEV10.RES CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.87 RAINFALL INTENSITY(INCH HR) = 3.19 TOTAL STREAM AREA(ACRES) = 0.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.46 ** CONFLUENCE DATA id STREAM RUNOFF Tc INTENSITY- AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.33 8.46 2.614 0.91 2 2.46 5.87 3.195 0.87 44tr444dtrtrd4trddtr44tr44trfdddddOdddd4WARNINGtrtr444dtr4di4d444#Ai4iidAbdA44¢ffA4¢ IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. tri4i444trtrdtr444444444tr44d44444A4ddAtrtrtrdbd4d44444d44f dtrd444f 44d4trdtr44tr4dtrtrdtr 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 4.08 5.87 3.195 2 4.35 8.46 2.614 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.08 TC(MIN.) = 5.87 TOTAL AREA(ACRES) = 1.8 • LONGEST FLOWPATH FROM NODE 41.00 TO NODE 44.00 = 520.90 FEET. 4 i4dtrtrtrtr4trtrtrddidi44dtridiitrd4diid4444ii4d4f tr44trd44¢dtr4tr4f 4tr44444f tr4trtr4444trtrdtr FLOW PROCESS FROM NODE 44.00 TO NODE 48.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1086.00-DOWNSTREAM(FEET) 1084.00 FLOW LENGTH(FEET) = 430.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.02 ESTIMATED PIPE DIAMETER(INCH_ ) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.08 PIPE TRAVEL TIME(MIN.) = 1.78 Tc(MIN.) = 7.66 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 48.00 = 950.90 .FEET. 44¢dd44¢dtr¢dtr4ddb4dtr4kdddtrtr4bdtrtrdddtr#trkdtr4dA##*4#d*diiAAiiA**iAdidiiA4trdi4A# FLOW PROCESS FROM NODE 48.00 TO NODE 48.00 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.) = 7.66 RAINFALL INTENSITY(INCH/HR) = 2.76 TOTAL STREAM AREA(ACRES) = 1.78 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.08 d tr4d4dtrdtrd4trddtrkdtr4d4tr4dtrtrtrtrd4AA*trid##AAi*iAA4tri4idAiA444iif¢4f A44ib4A¢dAii¢ FLOW PROCESSFROM NODE 41.00 TO NODE 47.00 IS CODE = 21 • »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL Page 5 • TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]*DEZI0.RE5 INITIAL SUBAREA FLOW-LENGTH(FEET) = 150.00 UPSTREAM ELEVATION(FEET) = 1093.90 DOWNSTREAM ELEVATION(FEET) = 1090.00 ELEVATION DIFFERENCE(FEET) = 3.90 TC = 0.303*[( 150.00**3)/( 3.90)]**.2 = 4.667 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.491 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8868 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 3.56 TOTAL AREA(ACRES) = 1.15 TOTAL RUNOFF(CFS) = 3.56 tr ddddd#4tr4#4ddtrtr4#trbddd4ddd#d4#ddd*d*#*dd#dd4#44#ddAtrA448dtr4#fitrtr#Abb#4ddtrtrt FLOW PROCESS FROM NODE 47.00 TO NODE 48.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU .SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1084.50 DOWNSTREAM(FEET) = 1083.50 FLOW LENGTH(FEET) = 54.00 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 VELOCITY(FEET/SEC.) = 6.46 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3:56 PIPE TRAVELTIME(MIN.) = 0.14 TC(MIN.) = 5.14 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 48.00 = 204.00 FEET. 444444tr#Atrdf 44d444f 44d444#4tr4ddd4#4444trdddA4Add44dd4A44kA#4##dddtr#dA4#4d44d4 • FLOW PROCESS FROM NODE 48.00 TO NODE 48.00 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.) = 5.14 RAINFALL INTENSITY(INCH HR) = 3.44 TOTAL STREAM AREA(ACRES) 1.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.56 dddAd4kAd4kdd44f A44A4#44444444444444trtr4444A*4dd4dd4444bd4kdd4**dd4kA4*4dk44d FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS MOBILE HOME PARK TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 300.00 UPSTREAM ELEVATION(FEET) = 1095.10 DOWNSTREAM ELEVATION(FEET) = 1093.50 .ELEVATION DIFFERENCE(FEET) = 1.60 TC = 0.336*[( 300.00**3)/( 1.60)]**.2 = 9.368 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.471 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = AS61 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 0.70 - TOTAL AREA(ACRES) = 0.33 TOTAL RUNOFF(CFS) = 0.70 44d4dtr4tr#44dAtr4i448d4bddd#ddd#fd4##4tr#d**d**dA*A4*A**#4dA44#d484#44b#44f 4#4f FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1089.50 DOWNSTREAM(FEET) = 1089.00 Page 6 • AUDI-DEVIO.RES FLOW LENGTH(FEET) _ '21.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC'.) = 4.39 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1. PIPE-FLOW(CFS) = 0.70 PIPE TRAVEL TIME(MIN.) = 0.08 TC(MIN.) 9.45 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 23.00 -= 321.00 FEET. ##A4##AbAdA*A4tr4#tr4tr#844848 trf 44trfftrtrdd4f etrbd44498d4dtrbebf trQtr4trbd4trb4tr4*A*tr4* FLOW PROCESS FROM NODE 23.00 TO NODE 46.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.459 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8824 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.09 SUBAREA RUNOFF(CFS) = 2.37 TOTAL AREA(ACRES) = 1.4 TOTAL RUNOFF(CFS) = 3.06 TC(MIN:) = 9.45 A Ak4*d44**d*Q44d*4***O***d##i4ddd4Ab44Ak#idkA48AAbA trf 4AetrA#Reif e4f tr4aaeaaaaa FLOW PROCESS FROM NODE 46.00 TO NODE 48.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>USING COMPUTER-ESTIMATED PIPESIZE,'!(NON-PRESSURE FLOW)««< ELEVATION DATA UPSTREAM(FEET) = 1085.50 DOWNSTREAM(FEET) = 1083.00 FLOW LENGTH(FEET) = 1SS.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 • DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.89 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.06 PIPE TRAVEL TIME(MIN.) = 0.44 TC(MIN.) = 9.89 LONGEST ,FLOWPATH FROM NODE 21.00 TO NODE 48.00 = 476.00 FEET. d 444dtr49d4**4*44**4**4#dd4#i4idk4Ak4#*4ebAdf 44f trtrd4dbbeQetr1tr4tr44844tr44trd4tr4d FLOW PROCESS FROM NODE 48:00 TO NODE 48.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.89 RAINFALL INTENSITY(INCH/HR) = 2.40 TOTAL STREAM AREA(ACRES) = 1.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.06 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.08 7.66 2.761 1.78 2 3.56 5.14 3.439 1.15 3 3.06 9.89 2.399 1.42 d 4da4444Rbdd84dd444tr449dddd4d4d4AWARNINGAi4AAi#*4AAAAd4dAAdAA*4#f 4A#d#OAdA IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. trtrded44444dQ844A44A4#AA*A44#4A4tr##4tr4d444#f 4trd4trd44tr8444f4e44trddtr4dA4f44dtr • RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. tr4 PEAK FLOW RATE TABLE *° Page 7 • AUDI-DEVIO.RES STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 7.89 5.14 3.439 2 9.31 7.66 2.761 3 9.09 9.89 2.399 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.31 TC(MIN.) = 7.66 TOTAL AREA(ACRES) = 4.3 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 48.00 = 950.90 FEET. dtrtrd44dtr4QtrdQtrtrdddtrQtrdA4*Affdfdii trfb4tr44dd4d44448trtrtr4trdbtrdQtrAdAditr*ki4*trf 4tr4 FLOW PROCESS FROM NODE 48.00 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1078.50 DOWNSTREAM(FEET) 1077.50 ' FLOW LENGTH(FEET) = 13.00 MANNING'S N = 0.013 ESTIMATED .PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = '14.11 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9,.31 PIPE TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 7.67 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 16.00 963.90 FEET. df 4dtriffk844844trdddbtrtrddddtrdtrdddid4iiif trditr4tri4trtr444844atr4f trtrbtrdQtrtrdbtrdbtrddf FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 11 • -»»>CONFLUENCE MEMORY_BANK_#_1 WITH THE MAIN_STREAM MEMORY««< Ad MAIN STREAM CONFLUENCE DATA ad STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.31 7.67 2.758 4.35 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 16.00 = 963.90 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 22.70 14.07 1.975 12.11 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 16.00 = 1249.30 FEET. 4 A4d4A4i44kf*R444d444ddtrd444*4A*dWARNING4dAi4*i4dA4iAtrkf*f*tr44tr444trf 44Q44Q IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUEUSED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THISFORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. *kd4*ii4*f d4d4trQf tr4444d4dd4ii44iAA4AAtri*ifA444OtrAtri8trtr44dtr4f 44dtrA4ddAQ4AAd ** PEAK FLOW RATE TABLE as STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 21.70 7.67 2.758 2 29.37 14.07 1.975 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 29.37 Tc(MIN.) = 14.07 TOTAL AREA(ACRES) = 16.5 f 4ddA44tr44trdtr4dtrAQ4AaQtrddddif4d44kd4fd4da4d4ddtr444tr44d4dtrdQdk**d4Qd4dd4QQ4ii • FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< Page 8 • AUDI-DEVIO.RES ELEVATION DATA: UPSTREAM(FEET) = 1077.50 DOWNSTREAM(FEET) = 1072.10 FLOW LENGTH(FEET) = 68.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.96 ESTIMATED PIPE DIAMETER(INC_H) 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.37 PIPE TRAVEL TIME(MIN.) = 0.06 . TC(MIN.) = 14.13 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 17.00 = 1317.80 FEET. END OF STUDY SUMMARY:. TOTAL AREA(ACRES) = 16.5 TC(MIN.) = 14.13. PEAK FLOW RATE(CFS) = 29.37 __=____— END OF RATIONAL METHOD ANALYSIS • Page 9 • FINAL HYDROLOGY/HYDRAULIC Audi of Temecula TECHNICAL STUDY APPENDIX C HYDROLOGY ANALYSIS, RATIONAL METHOD Cl: Post-Project plus Ultimate Development Conditions, 100-year storm event C2: Post-Project plus Ultimate Development Conditions, 10-year storm event • • • AUDI-ULT100.RES dtrtrbb44i44d•4tr4b#4tr#d44444tr4*4b4trdOb4trtrtrdtrbd44i4trdd##bd44A*4A44trb4bbitr4iitrbd RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2011 Advanced Engineering software (aes) (Rational Tablin Version 18.0) Release Date: 07/01N11 License ID 1264 Analysis prepared by: Michael Baker International 40810 County Center Drive, suite 100 Temecula, CA 92591-6049 #trddtr44trd4dbb4d**444444dd4 DESCRIPTION OF STUDY bd44trbdbtrb44df 4bf trbitrbdtrtr4 ° JN: 143609, .HOEN MOTORS TEMECULA AUDI ° PRELIMINARY HYDROLOGY ° ° ULTIMATE DEVELOPMENT CONDITIONS ° trtr4b4itr44dbtr44tr4dtrd4trtrd4trbtrtr4tr444tr#4d4444dA44444trb44tr48tr4#btrbbd4d4b44tr444d FILE NAME: AUDI-ULT.DAT TIME/DATE OF STUDY: 17:S1 09/03/2015 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 • 10-YEAR STORM 60-MINUTE INTENSITY INCH/HOUR) = 0.880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5S05732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495S36 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.300 SLOPE OF INTENSITY DURATION CURVE = 0.5496 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *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.* trb4tr*44d4trb44#b44trOitr4trtrtr4d4dtrb#44dtrd44dd4Ad4d44444d4d444itr4trtrtrOtrtr4trb4trtrd#trtr FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL • TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]** 2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 720.00 UPSTREAM ELEVATION(FEET) = 1097.30 DOWNSTREAM ELEVATION(FEET) = 1093.00 ELEVATION DIFFERENCE(FEET) _ 4.30 Page 1 • AUDI-ULT100.RES TC = 0.303*[( 720.00**3)/( 4.30)]**.2 = 11.730 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.188 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8858 SOIL CLASSIFICATION IS "C1' SUBAREA RUNOFF(CFS)' = 23.72 TOTAL AREA(ACRES) = 8.40 TOTAL RUNOFF(CFS) = 23.72 Q ddtr44#tr44itr48tr4trtrQitrtr44trtrtrtrtr trfiifitrddifddf 4bd4kdd44¢ff44di4dtr4f 4f trf 448dtr4dtr FLOW PROCESS FROM NODE 12.00 TO NODE 15..00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1085.30 DOWNSTREAM(FEET) = 1082.80 FLOW LENGTH(FEET) = 482.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.40 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.72 PIPE TRAVEL TIME(MIN.) = 1.25 TC(MIN.) = 12.98 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 1S.00 1202.00 FEET. tr d44fiif trtrf tr4dtr44trf 4444dd44dd4444df4tr#d#f4#484ibd4d4848trtri#trdtrd1tr1tr11trditr#trf FLOW PROCESS FROM NODE 1S.00 TO NODE 15.00 IS CODE = 1 -------------7-------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR. CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.98 • RAINFALL INTENSITY(INCH/HR) = 3.01 TOTAL STREAM AREA(ACRES) = 8.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.72 4 trtrd4d411trtrf trtrf 4f tr#ff 4f dAddfff#b44iitrtrtrf trf tr4itr4trtr114tr44itrtr4tr4f dff4414dtrdf Off FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL - TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 465.00 UPSTREAM ELEVATION(FEET) = 1093.40 DOWNSTREAMELEVATION(FEET) = 1088.50 ELEVATION DIFFERENCE(FEET) = 4.90 TC = 0.303*[( 465.00**3)/( 4.90)]**.2 = 8.791 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.735 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8876 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) 12.13 TOTAL AREA(ACRES) = 3.66 TOTAL RUNOFF(CFS) = 12.13 if 4Qdff4Aff dfftrtrd4Oddtr44tr4trtr4tr4d4dd4ddQ4d4dd4Af dkdf 4df df bff ddf#df tr#b#f trf d44f FLOW PROCESS FROM NODE 32.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««<- »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA UPSTREAM(FEET) 1084.50 DOWNSTREAM(FEET) = 1083.00 FLOW LENGTH(FEET) = 23.40 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 • DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.14 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.13 PIPE TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 8.82 Page 2 • AUDI-ULT100.RES LONGEST FLOWPATH FROM NODE 31.00 TO NODE 15.00 = 488.40 FEET. AdAb4dddAA4#A4d4AdddA4dt4dd4dd444d4d4*f AddAA4AdiA4A44d4AA*d4*4AAf 4dAd4fdA*d# FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.82 RAINFALL INTENSITY(INCH/HR) = 3.73 TOTAL STREAM AREA(ACRES) = 3.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.13 A4 CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 23.72 12.98 3.015 8.40 2 12.13 8.82 3.729 3.66 #4f b044a4*dA*A*d#k4i*444ff4****A4WARNING4Akdi*if 4f 44d*d#k4iA4d#ddi#f#*i#*i IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 4 Ab4f dbd4*dAkdd4#di444dddddd44d44f4i*i#44Addi4444dd#4d4b*dA*if#4iikdA44*ii RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. • ** PEAK FLOW RATE TABLE 4d STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 28.24 8.82 3.729 2 33.53 12.98 3.015 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) _ 33.53 TC(MIN.) = 12.98 TOTAL AREA(ACRES) = 12.1 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 15.00 = 1202.00 FEET. i4*dA44Atr4d4444tr44f 4444444ddtr4trff 44dd4tr44d*Ad4dfdb4f44tr44df 44444f i44444d4i*d FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1082.30 DOWNSTREAM(FEET) = 1077.50 FLOW LENGTH(FEET) = 150.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.75 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 33.53 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 13.17 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 16.00 = 1352.50 FEET. 4f 4044idi4di4ddf tr4d4trAd#fdf id4dddidtrf 4d4f df bf 44#tr444d4bdtrtr4444df trddtr4d4444d4 FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< • trtrdddtrtrtr4trf trtrddtrdtr#tr4if tr4trtrtrtrtrtrtr44i44trdtrtrtrt4ttr4#4dtr4trtrtrtrtrtrtrdtrtr#4trtr#trdt4dtrtrdi FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< Page 3 • AUDI-ULT100.RES ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 260.90 UPSTREAM ELEVATION(FEET) = 1093.90 DOWNSTREAM ELEVATION(FEET) = 1091.20 ELEVATION DIFFERENCE(FEET) = 2.70 TC = 0.303*[( 260.90**3)/( 2.70)]**.2 = 7.002 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.233 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8888 SOIL CLASSIFICATION IS "C' SUBAREA RUNOFF(CFS) = 3.42 TOTAL AREA(ACRES) = 0.91 TOTAL RUNOFF(CFS) = 3.42 d dk4dA4trtrk4dtrdf 4Addd444dAdA49A44ff1844Atr44A444tr44dtrdd4dd4448f 41dd4f AAf#14#df FLOW PROCESS FROM NODE 42.00 TO NODE 44.00 IS CODE = 41 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION. DATA: UPSTREAM(FEET) = 1087..20 DOWNSTREAM(FEET) = 1086.00 FLOW LENGTH(FEET) = 260.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 4.36 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.42. PIPE TRAVEL TIME(MIN.) = 0.99 TC(MIN.) 8.00 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 44.00 = 520.90 FEET. • 4dtrd4f4ib44dtrddtrdf ddk48Affkb*Ai#dfiiidd*44treddtritrtr4trktrdd4trdkd4d4f bd4Ad#df Adi FLOW PROCESS FROM NODE 44.00 TO NODE 44.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF .CONCENTRATION(MIN.) = 8.00 RAINFALL INTENSITY(INCH HR) = 3.94 TOTAL STREAM AREA(ACRES) 0.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.42 d Add#btrf df*f#bdddi4dddtrtrdtrtrddddd#dkdbddlbddbddf*4#f#itr4trbii48ditrddtr4trd4tr4ttr4 FLOW PROCESS FROM. NODE 43.00 TO NODE 44.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 206.10 UPSTREAM ELEVATION(FEET) = 1093.20 DOWNSTREAM ELEVATION(FEET) = 1090.00 ELEVATION DIFFERENCE(FEET) = 3.20 TC = 0.303*[( 206.10**3)/( 3.20)]**.2 = 5.875 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.661 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8898 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 3.61 TOTAL .AREA(ACRES) = 0.87 TOTAL RUNOFF(CFS) = 3.61 #Ad##dffA44#bddtrAdbdd4kdkk4d4trtr4AAA41f Akd*#4f#A4#4dtr4444bdtrtr4ddd441f df#dAf 1d • FLOW PROCESS FROM NODE 44.00 TO NODE 44.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< Page 4 • TOTAL NUMBER OF STREAMS = 2 AUDI-ULT100.RES CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.87 RAINFALL INTENSITY(INCH HR) = 4.66 TOTAL STREAM AREA(ACRES = 0.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.61 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.42 8.00 3.935 0.91 2 3.61 5.87 4.661 0.87 d4ddbd4tr4*#4*A44Ak44kAA*AAiiidb44WARNING4tr4tr*4trtrtrd*bdAtrb*AAA*Akib4btrbdtrbtr4 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. dAbbbffAif bAtrbf AbbiA4trd4trtrtrtrtr####f#bdbAbf*f bbf A4#d Af trkOkbtr4trbtrddtrd444tr#d*b 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 6.12 5.87 4.661 2 6.47 8.00 3.935 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.12 Tc(MIN.) = 5.87 . TOTAL AREA(ACRES) = 1.8 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 44.00 = 520.90 FEET. d 4d4A4fdAf A4Atr4Atr44dtrtrtr4ddtrtr*d#d#d4##*iAiAAAAitrA4iAtr4A44tr444dtrtr44trdtrtrbtr#A44A FLOW PROCESS FROM NODE 44.00 TO NODE 48.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU..SUBAREA««< »i»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA UPSTREAM(FEET) = 1086.00 DOWNSTREAM(FEET) = 1079.85 FLOW LENGTH(FEET) = 430.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000. DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.79 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.12 PIPE TRAVEL TIME(MIN.) = 1.06 TC(MIN.) = 6.93 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 48.00 = 950.90 FEET. tr 44tr44trtrtr4dbf A4i444iAb444444d4ddtrtrbtrdfdd44#4d44d4trQ4d4Atr4Af 44444if Adbkftr444d FLOW PROCESS FROM NODE 48.00 TO NODE 48.00 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.) = 6.93 RAINFALL INTENSITY(INCH HR) = 4.26 TOTAL STREAM AREA(ACRES) = 1.78 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.12 444d444dd4tr#Q444Q444Q4AA44444444trtr4dd4d4d444dA4444A44AAAkf Ab44b4A4d4trdd4dtrdtr • FLOW PROCESS FROM NODE 41.00 TO NODE 47.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA_ UNIFORM Page 5 • DEVELOPMENT IS COMMERCIAL AUDI-ULT100.RES TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 150.00 UPSTREAM ELEVATION(FEET) = 1093.90 DOWNSTREAM ELEVATION(FEET) = 1090.00 ELEVATION DIFFERENCE(FEET) = 3.90 TC = 0.303*[( 150.00**3)/( 3.90)]**.2 = 4.667 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.093 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8905 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 5.22 TOTAL AREA(ACRES) = 1.15. TOTAL RUNOFF(CFS) = 5.22 4 tr4d4tr44trb4dtr444d4d4d4trd4ddd44AAAA44*4Abf bbdA4ibbdbdb4A444844tr4d4444A44A4#AA FLOW PROCESS FROM NODE 47.00 TO NODE 48.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRUSUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE '(NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1084.50 DOWNSTREAM(FEET) = 1083.50 FLOW LENGTH(FEET) = 54.00 MANNING'S N = 0.013 ESTIMATED PIPEDIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) _ 7.17 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.22 PIPE TRAVEL TIME(MIN.). = 0.13 TC(MIN.) = 5.13 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 48.00 = 204.00 FEET. • ffbebbbbbb488trtrdtrb4fd*dAAAAtrdtr*AA*#bAk#*#4i*##*#***bf bdbtrbitr48trbdtrtrbtrddtrbtrdtr FLOW PROCESS FROM NODE 48.00 TO NODE 48.00 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. 5.13 RAINFALL INTENSITY(INCH/HR = 5.02 TOTAL STREAM AREA(ACRES) 1.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.22 d*Atr**##4k##btrfbbd44dbtr44trtrtrb4trb dbbtr##trbbdibbtrtrtrAddd4dAdA4k#4A#4*f#f*f 4b4b*f FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< - -------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 300.00 UPSTREAM ELEVATION(FEET) = 1095.10 DOWNSTREAM ELEVATION(FEET) = 1093.50 ELEVATION DIFFERENCE(FEET) = 1.60 TC = 0.303*[( 300.00**3)/( 1.60)]**.2 = 8.453 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.817 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8878 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 1.12 TOTAL AREA(ACRES) = 0.33 TOTAL RUNOFF(CFS) = 1.12 d4***i4AA*i**itr4RdAAd4trdd4tr4trAAtrAAtrdf#trdd4d4*A#4id*#A4Af tr4A4i48d#4fd4tr444dtr4 • FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 31 ------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< Page 6 • AUDI-ULT100.RES ELEVATION DATA: UPSTREAM(FEET) = 1089.50 DOWNSTREAM(FEET) = 1089.00 FLOW LENGTH(FEET) = 21.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.08 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.12 PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 8.52 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 23.00 = 321.00 FEET. k 4f4444f 4#idkf 444A44Akid#44#44#44444*dAkiA44#44k4444#tr44Atrtri#*iAAA*A44AA4444 FLOW PROCESS FROM NODE 23.00 TO NODE 46.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---____== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.800 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8877 SOIL CLASSIFICATION IS "C' SUBAREA AREA(ACRES) 1.09 SUBAREA RUNOFF(CFS) = 3.68 TOTAL AREA(ACRES) = 1.4 TOTAL RUNOFF(CFS) = 4.79 TC(MIN.) = 8.52 k ki4bbbAbbaAAAf#ftif4A44*tr4444tr**44dd*tr#*d4ii ii tr4tritrtri448tritr4dddidik#tr#44i44tr FLOW PROCESS FROM NODE 46.00 TO NODE 48.00 IS CODE = 31 »»>COMPUTEPIPE-FLOW TRAVEL TIMETHRU'SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA UPSTREAM(FEET) = 1085.50 DOWNSTREAM(FEET) 1083.00 FLOW LENGTH(FEET) = 155.00 MANNING'S N = 0.013 • ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE.IS 7.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.66 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES T PIPE-FLOW(CFS) = 4.79 PIPE TRAVEL TIME(MIN.) = 0.39 TC(MIN.) = 8.91 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 48.00 = 476.06 FEET. *ktrAii##Akd4bktr4d44ddtrtrtrtrtrtr44ddd4trktrikd4#4i4i4tr4trtrd4•k4itri*kdtr*d4*44*dtr##*#d FLOW PROCESS FROM NODE 48.00 TO NODE 48.00 IS CODE = 1 --------=------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.91 RAINFALL INTENSITY(INCH/HR) = 3.71 TOTAL STREAM AREA(ACRES) = 1.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.79 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.12 6.93 4.257 1.78. 2 5.22 5.13 S.02S 1.15 3 4.79 8.91 3.708 1.42 i ddi4trtrtrtrd*trtr#4trtriii4tr44fff##d44trWARNINGdidd#d4*iAiA*trtr4i44dtr4f trd#trktr#4trki IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. • *tr**ii#4Add44f 4d444itr44trtrtr4dAiiiitr4i**dtrd444fftr4i4d4trf k#itritrd**##4**#***** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. Page 7 • . ** PEAK FLOW RATE TABLE ** AUDI-ULT100.RES STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 12.50 5.13 5.025 2 14.27 6.93 4.257 3 13.98 8.91 3.708 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.27 TC(MIN.) = 6.93 TOTAL AREA(ACRES) = 4.3 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 48.00 = 950.90 FEET. dd4¢bdddd4d¢bb¢trtrd¢44444d444tr4iitrbitr4trddddAddAtrAbdbbtr4444trtr4dtr4dddtrdd4¢A4#44 FLOW PROCESS FROM NODE 48.00 TO NODE 16.00 IS CODE 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< ' »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1078.50 DOWNSTREAM(FEET) = 1077.50 FLOW LENGTH(FEET) = 13.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.77. ESTIMATED PIPE DIAMETER(INCH) = 18.00. NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.27 PIPE TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 6.94 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 16.00 = 963.90 FEET. 4 diQQb4ididtrdddbd#d4bb#¢ddd4trd4444#Adtrtr4dQddd#dk#¢ddA4444444dtr4itrd4dd#d4bdd# FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 11 • --------------------------------------------`----------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««<__ --- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 14.27 6.94 4.252 4.35 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 16.00 = 963.90 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA d4 STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 33.53 13.17 2.992 12.06 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 16.00 = 1352.50 FEET. #itrb44ii4iidid*ddidd4444trb4tr4tr4#4WARNINGtritr44trtr4tritrtrdQditrQdd*#db#d44iitr4itr IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. itrdiitr4itri#Qtrd#¢trbQ4tr4dddddtr4dtrtrtrtr##trtrtrtrdQditr#dtr#4b4d44d44d4bdtrtrdi44trtrtrtrtrd ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 31.96 6.94 4.252 2 43.57 13.17 2.992 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) _ 43.S7 TC(MIN.) = 13.17 TOTAL AREA(ACRES) = 16.4 • idi4iitriitrddid*#¢tr4di4#ddQQQ4444dtrtrid#Qd¢bd¢#d4##44Q4trd44iiiditrdtr4dQd#¢¢b#44 FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< Page 8 • AUDI-ULT100.RES ELEVATION DATA: UPSTREAM(FEET) = 1077.50 DOWNSTREAM(FEET) = 1072.10 FLOW LENGTH(FEET) = 68.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 20.90 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES -= 1 PIPE-FLOW(CFS) = 43.57 PIPE TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 13.22 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 17.00 = 1421.00 FEET. _---__—__=_=-----_------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 16.4 TC(MIN.) = 13.22 PEAK FLOW RATE(CFS) = 43.57 END OF RATIONAL METHOD ANALYSIS g • • Page 9 • AUDI-ULTIO.RES tr trtr4444dtr4i44dtrtrtrtrb4trtrtr4trd4d44d#O#id#d###diiA4#4d4b4trbi44d4i4trdd4i44dtrOdtritrd RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2011 Advanceonal Tablind Engineerin Software (aes) (RatRelease�Date: version 07/O1/2011 License�ID 1264 Analysis prepared by: Michael Baker International 40810 County Center Drive, Suite 100 Temecula, CA 92591-6049 *****************trO******* DESCRIPTION OF STUDY db#Otrdtrtrddtrtrtrtrdtrtrdtrtrdtrdtrtrd ° IN: 143609, HOEN MOTORS TEMECULA AUDI * PRELIMINARY HYDROLOGY * ULTIMATE DEVELOPMENT CONDITIONS trtribtr4444ditr4dtrbdtr4bddddddtr444dtrtrtrdddtritri4trdtr4trtrtrdtrtrtr4tr4trtr#trd##d#######4#4 FILE NAME: AUDI-ULT.DAT TIME/DATEOF STUDY: 17:50 09/03/2015 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 10-YEAR. STORM 10-MINUTE INTENSITY((INCH/HOUR) = 2.360 • 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE 0.5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) 0.889 SLOPE OF INTENSITY DURATION CURVE = 0.5506 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *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)*(Vel oci ty) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* d d44d4bd#bb##44b44b#444dddO4trtrtr4trtrtr444dtr4dtr#trtr4trtrtr4trd#4###4###4d###4####4##* FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL • TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 720.00 UPSTREAM ELEVATION(FEET) = 1097.30 DOWNSTREAM ELEVATION(FEET) = 1093.00 ELEVATION DIFFERENCE(FEET) = 4.30 Page 1 • AUDI-ULTIO.RES TC = 0.303*[( 720.00**3)/( 4.30)]**.2 = 11.730 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.183 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8806 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 16.15 TOTAL AREA(ACRES) = 8.40 TOTAL RUNOFF(CFS) = 16.15 4 ddtrtritrtr484bitrtr44trbtrtrtrtrtrtrtrtrtrdtrtrtrtridtrdddtrddtrdtrAtrd*btrtrd44ibAA#bb#4b#db#trbtrbitrd FLOW PROCESS FROM NODE 12.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««c »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1085.30 DOWNSTREAM(FEET) 1082.80 FLOW LENGTH(FEET) = 482.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.86 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 .PIPE-FLOW(CFS) = 16.15 PIPE TRAVEL TIME(MIN:) = 1.37 TC(MIN.) = 13.10 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 15.00 = 1202.00 FEET. 4 trbtrdddbAd***#iA44444444id4d4AA44trtrtri44i*iA#i4*i#k#4itr444d#4trdidddtrtrbtrtrtrtrdtri FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE _ -1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.10 • RAINFALL INTENSITY(INCH/HR) = 2.05 TOTAL STREAM AREA(ACRES) = 8.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.15 ***4b*44tr44id*trid4i4i4#i#d#d#4diiitr44i44#tr48trtrdtrtrtrtrtrddtr4itrdddtr44d#i4Aiik4*i4 FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 21 ---------------------------------------------------------------------------- »i»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 465.00 UPSTREAM ELEVATION(FEET) = 1093.40 DOWNSTREAM ELEVATION(FEET) = 1088.50 ELEVATION DIFFERENCE(FEET) = 4.90 TC = 0.303*[( 465.00**3)/( 4.90)]**.2 = 8.791 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.559 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8829 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 8.27 TOTAL AREA(ACRES) = 3.66 TOTAL RUNOFF(CFS) = 8.27 9 tr4d44 iA#kd##tr4144d#4d44trtrtrtrdtrtrd84d4d4trdd4d4dA44A44iiAd#A iA4A##A##4#44dtrd44d FLOW PROCESS FROM NODE 32.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA UPSTREAM(FEET) = 1084.50 DOWNSTREAM(FEET) 1083.00 FLOW LENGTH(FEET) = 23.40 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 • DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.1 INCHES .PIPE-FLOW VELOCITY(FEET/SEC.) = 12.78 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.27 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 8.82 Page 2 • AUDI-ULTIO.RES LONGEST FLOWPATH FROM NODE 31.00 TO NODE 15.00 = 488.40 FEET. d44¢AA44trd44d4tr4d#4ddtr4dAAAA4¢4¢444f Q¢4d¢44dtr4d444tr4A*4dd44A4A¢AQdA4d4trtrbd4d FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.82 RAINFALL INTENSITY(INCH/HR) = 2.55 TOTAL STREAM AREA(ACRES) = 3.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.27 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 16.15 13.10 2.054 8.40 2 8.27 8.82 2.554' 3.66 444#tr4ditrtr#trtrd4dQ#d44Q4QQ#4QOdOf4WARNINGf¢d4dtr44dQ#444dd44f itrdibiipbippp#d IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS. BASED ON THE RCFC&WCD FORMULA OF PLATED-1 AS DEFAULT .VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 4dbbki#44dtrtr###*###Q*d##A¢4¢kA44f tr4ff¢trtrd44f tr4did#d4QAQ44QQAQ#AQQAAQ44f tr46 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. • ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 19.14 8.82 2.554 2 22.80 13.10 2.054 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 22.80 TC(MIN.) = 13.10 TOTAL AREA(ACRES) = 12.1 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 15.00 = 1202.00 FEET. d4dA#4444QQ4Af¢44f 444444444d4AddAA44dQAAAQAbdAA4Q4Ai4¢4444trAtr4i4d#4#Atrk4trtrd# FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< -___-_-_______ ELEVATION DATA: UPSTREAM(FEET) = 1082.30 DOWNSTREAM(FEET) = 1077.50 FLOW LENGTH(FEET) = 150.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.52 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.80 PIPE TRAVEL TIME(MIN.) = 0.20 TC(MIN.) = 13.30 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 16.00 = 1352.50 FEET. d4d4bd#tr#Q#dA4Ak4¢tr444kAAd4d4d4dd4Ad*4#ddQA*QAAAA¢f#¢bAbdtr4trdkddk#Od4trd*dtrd# FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 10 ---------------------------------------------------------------------------- >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY .BANK # 1 ««< • 44b444bddtrAktr¢4#44didtrd4444444444d#dtr#dQd#d#¢448trtri44d44dtrtrtrtr4dtr4d4trtrd44d4trQ FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 21 »»>RATIONAL .METHOD INITIAL SUBAREA ANALYSIS««< - Page 3 • AUDI-ULTIO.RES ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]°*.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 260.90 UPSTREAM ELEVATION(FEET) = 1093.90 DOWNSTREAM ELEVATION(FEET) = 1091.20 ELEVATION DIFFERENCE(FEET) = 2.70 TC = 0.303*[( 260.90**3)/( 2.70)]**.2 = 7.002 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.900 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8846 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 2.33 TOTAL AREA(ACRES) = 0.91 TOTAL RUNOFF(CFS) = 2.33 AtrAA¢A4AAtrtrd¢¢4trf b4f trbk4kdbb#4444##A*k#44tr4tr4tr¢4d4¢tr4d4ddtr¢bddtr*##4d*AtrA4trfk FLOW PROCESS FROM NODE 42.00 TO NODE 44.00 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)««< ELEVATION DATA UPSTREAM(FEET) = 1087.20 DOWNSTREAM(FEET) = 1086.00 FLOW LENGTH(FEET) = 260.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 2.97 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.33 PIPE TRAVEL TIME(MIN.) = 1.46 TC(MIN.) = 8.46 LONGEST FLOWPATH FROM .NODE 41.00 TO NODE 44.00 = 520.90 FEET. • #trddd#d#k44488trtrtr4trtrtrdtrtrdtrdddAd44###tr4*k44444d444ddtribddtrd4bdtr4#d4bd*b4444¢* FLOW PROCESS FROM NODE 44.00 TO NODE 44.00 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.) = 8.46 RAINFALL INTENSITY(INCH/HR) = 2.61 TOTAL STREAM AREA(ACRES) = 0.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.33 tr 4i4trtrdbd4d#d##tr#*f trtrtrtr44trtrtr#trtr#bi##dddtr#4b#tr#4b#*d4****A4trd4di4trtrbd4btrdtrdd# FLOW PROCESS FROM NODE 43.00 TO NODE 44.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 - INITIAL SUBAREA FLOW-LENGTH(FEET) = 206.10 UPSTREAM ELEVATION(FEET) = 1093.20 DOWNSTREAM ELEVATION(FEET) = 1090.00 ELEVATION DIFFERENCE(FEET) -= 3.20 TC = 0.303*[( 206.10**3)/( 3.20)]**.2 = 5.875 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.195 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8858 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 2.46 TOTAL AREA(ACRES) 0.87 TOTAL RUNOFF(CFS) = 2.46 d 4dddtrtr444*A*tr4tr4d¢trb#dtrdd¢¢4d4444d4A#trA¢trtrtr4trf Atr4id4dtrbd44¢trk¢dk4kAk#trA4*#A • FLOW PROCESS FROM NODE 44.00 TO NODE 44.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »i»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< Page 4 • TOTAL NUMBER OF STREAMS = 2 AUDI-ULTIO.RES CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.87 RAINFALL INTENSITY(INCH/HR = 3.19 TOTAL STREAM AREA(ACRES) = 0.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.46 dd CONFLUENCE DATA 4tr STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.33 8.46 2.614 0.91 2 2.46 5.87 3.195 0.87 #ddA44ddAtrtriik4*44**44diitrd*d*idtrWARNINGtrA##44dtrAtrd4Ad*A#*iA*44trbdbbb44f 4b IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD. FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 444diAktri4triA44d4tr4dtrtrtrtrb4f#4bt##tr4d*#444444#4AkiAitr*d444i44f trd4dtrA44tritr*d RAINFALL INTENSITY, AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. fA PEAK FLOW RATE TABLE iA STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.08 5.87 3.195, 2 4.35 8.46 2.614 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.08 Tc(MIN.) = 5.87 • TOTAL AREA(ACRES) = 1.8 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 44.00 = 520.90 FEET. AAkb44A**i4**44*f tr44trtr4dAdd*trddd**itr*4idkiiAkA44*i4AA44444itr4dtrdtr4A*4trdi4*i* FLOW PROCESS FROM NODE 44.00 TO NODE 48.00 IS CODE = 31 ------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1086.00 DOWNSTREAM(FEET) 1079.8S, FLOW LENGTH(FEET) = 430.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.12 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.08 PIPE TRAVEL TIME(MIN.) = 1.17 TC(MIN..) _ 7.05 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 48.00 = 950.90 FEET. 4 dtrd4tr4dtrtrditrAiik*i4444ddddtrtrA44d4trd4trdd444trd4#trdtrddA44A44f A*f d4if 4df tr4dtr4d4 FLOW PROCESS FROM NODE 48.00 TO NODE 48.00 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.) = 7.05 RAINFALL INTENSITY(INCH HR) = 2.89 TOTAL STREAM AREA(ACRES = 1.78 PEAK FLOW RATE(CFS) AT CONFLUENCE 4.08 44dd4trd44#dddAAiA*44A44ddd48trA444A4trdd4trtrdAdd*i4AiA4Rf 4A444iAddd44f 44d#4d444 • FLOW PROCESS FROM NODE 41.00 TO NODE 47.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM Page 5 • DEVELOPMENT IS COMMERCIAL AUDI-ULTIO.RES TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 150.00 UPSTREAM ELEVATION(FEET) = 1093.90 DOWNSTREAM ELEVATION(FEET) = 1090.00 ELEVATION DIFFERENCE(FEET) = 3.90 TC = 0.303*[( 150.00**3)/( 3.90)]**.2 = 4.667 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.491 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8868 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 3.56 TOTAL AREA(ACRES) = 1.15 TOTAL RUNOFF(CFS) = 3.56 44bbtr4tr#44d44d444i444trddd44tr4bbbb9dbbbb44d44d444bidd4b4d444AbA4{b84d44trd44dd FLOW PROCESS FROM NODE 47.00 TO NODE 48.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA UPSTREAM(FEET) = 1084.50 DOWNSTREAM(FEET) 1083.50 FLOW LENGTH(FEET) = 54.00 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 VELOCITY(FEET/SEC.) = 6.46 ESTIMATED PIPE DIAMETER(INCH) = 18.00, NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.56 PIPE TRAVEL TIME(MIN.) = 0.14 TC(MIN.) = 5.14 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 48.00 = 204.00 FEET. • df k44bbf bbd44ditritrd4tridtrddbdfdAb{bb{{b48#48iitrditrdidtrddddid*{b{{i{#444ditr4itr FLOW PROCESS FROM NODE. 48.00 TO NODE 48.00 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.) = 5.14 RAINFALL INTENSITY(INCH HR) = 3.44 TOTAL STREAM AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3_.S6 tr tritrtrtri#trdb4*{Atrdtrtr{itr4dtrtrtrtriddiitr4#trdbdddAdb48{f if bfi4#bditrtrtr44itrdddtr4bi*id FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 21 ---------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 300.00 UPSTREAM ELEVATION(FEET) = 1095.10 DOWNSTREAM ELEVATION(FEET) = 1093.50 ELEVATION DIFFERENCE(FEET) = 1.60 TC = 0.303*[( 300.00**3)/( 1.60)]**.2 = 8.453 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.61S COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8832 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 0.76 TOTAL AREA(ACRES) = 0.33 TOTAL RUNOFF(CFS) = 0.76 d4bbAtrd4db#*btrdtrAdi4ddd4triitr#ddAbAA44bb{#tr4dtr44dtr444di4iddbdddkbb4{f tr4{id4di • FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 31 »»>COMPUTE -PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< Page 6 • AUDI-ULTIO.RES ELEVATION DATA: UPSTREAM(FEET) = 1089.50 DOWNSTREAM(FEET) = 1089.00 FLOW LENGTH(FEET) = 21.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 . DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.51 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.76 PIPE TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 8.53 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 23.00 = 321.00 FEET. tr4b4d•44444dtrdd4d4444btr#4#4dbdii4#d4**bAbi##4.A trb44A44lbd444d44d4tr4d4b4btr#di* FLOW PROCESS FROM NODE 23.00 TO NODE 46.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.601 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8832 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.09 SUBAREA RUNOFF(CFS) = 2..50 TOTAL AREA(ACRES) = 1.4 TOTAL RUNOFF(CFS) = 3.27 TC(MIN.) = 8.53 b iddA!#!##d444l84844dltr#dl4trtriditrtrb#ii*triii*bd!*trditr4tr44d44trltrd4trtrd4dtrddtrtrtrd FLOW PROCESS FROM NODE 46.00 TO NODE 48.00 IS CODE = 31 ----------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1085.50 DOWNSTREAM(FEET) _ 1083.00 FLOW LENGTH(FEET) = 155.00 MANNING'S N = 0.013 • ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6-.00 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.27 PIPE TRAVEL TIME(MIN.) = 0.43 TC(MIN.) = 8.96 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 48.00 = 476.00 FEET. d trtrdlbii4448ltrdltrdb4dtr4#4d4dddtrdtri4d4*4*d*i48tri4*d44l44itrd4trtrlbtr44dd44ddtrtrtrd FLOW PROCESS FROM NODE 48.00 TO NODE 48.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.96 RAINFALL INTENSITY(INCH/HR) = 2.53 TOTAL STREAM AREA(ACRES) = 1.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.27 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.08 7.05 2.890 1.78 2 3.56 5.14 3.439 .1.15 3 3.27 8.96 2.532 1.42 l4trdtrltrtrtr4lddi4#trtrtrtrb44i4trtrldbd4dWARNINGtrtr4tr4dtrtrdddtrA#tr4#idA#!4#ddtrbd44444 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. • id#dtritrk4id4btrtrddtrtr4trtrtrtrtrtrtrtrdtr4trltrtrdidbtrdbAbd4trdb48itr4d44l4dbiddltrd44trtrdtrtr RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. Page 7 • ** PEAK FLOW RATE TABLE °tr AUDI-ULTIO.RES STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 8.41 5.14 3.439 2 9.64 7.05 2.890 3 9.47 8.96 2.532 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.64 TC(MIN.) = 7.05 TOTAL AREA(ACRES) = 4.3 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 48.00 = 950.90 FEET. d d4444444b*d44dtr4btrbtrtrtr4tr4bd44dtrtrtrtrtrdi*bi*bdtrbbdtrtr4trbtrdtr*4*trbidb*tri44btrtr4btrtr , FLOW PROCESS FROM NODE 48.00 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA UPSTREAM(FEET) = 1078.50 DOWNSTREAM(FEET) = 1077.50 FLOW LENGTH(FEET) = 13.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.24 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.64 PIPE TRAVEL TIME(MIN.) _ 0.02 Tc(MIN.) = 7.06 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 16.00 963.90 FEET. 44tr4trtrtr*trtrdtrdtrtr*bibii4444tr4trtr4trtrtrtr4dd*did*4**44itritrtrddib44trtr*ddd*trd*4*b*44trb FLOW PROCESS FROM NODE. 16.00 TO NODE 16.00 IS CODE = 11 -»»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««<__ - a* MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.64 7.06 2.887 4.35 LONGEST FLOWPATH FROM NODE 41.00 TO NODE 16.00 = 963.90 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA *4 STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 22.80 13.30 2.037 12.06 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 16.00 = 1352.50 FEET. tr tr44dtr4dtrtrd*tr*4*bii4d4tr44OtridtrddtrWARNINGdddtrtrtrd4trd4dib*dtrtr4844dtr4b4trtrb4dtrtr IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 4 trtrdtrtrtrtrtrdtrtrdtriidtr4itrtr4b4trbtr44trtrtrtrdddtrdtr4*4**i44*tr64trddtrtr4dtrd*trtrtrdb*4****4 *i PEAK FLOW RATE TABLE 4i STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 21.75 7.06 2.887 2 29.61 13.30 2.037 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 29.61 TC(MIN.) = 13.30 TOTAL AREA(ACRES) = 16.4 • 44b44trtrtrtrtrd*tr**i444trbtr4dtrbtrtrbtrbtrdtrtrdd*idbd44itrtrbdtr44trtrbtr4trtrtrtr44*4i i4itrbi4idi FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 31- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< Page 8 • - AUDI-ULTIO.RES ELEVATION DATA: UPSTREAM(FEET) 1077.50 DOWNSTREAM(FEET) 1072.10 FLOW LENGTH(FEET) = 68.50 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13_0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.99 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.61 PIPE TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 13.36 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 17.00 = 1421.00 FEET. ---___ END OF STUDY .SUMMARY: TOTAL AREA(ACRES) = 16.4 TC(MIN.) = 13.36 PEAK FLOW RATE(CFS) = 29.61 END OF RATIONAL METHOD ANALYSIS • • Page 9 _ 11 \1'I0=REEN\TION <�" - - v 1,tfu l n , a�'°°° I ,way .,au 0CL 0 'I t RM^DRAT N .1 D4b4 } TO — - �� __ •,w� ., �r.0]. 0 f 4 . - ``-,wax /,fwe1 \ — - -- - - /\� 1_ 10 - 2.33 CFS --� 1 / n \� ),1 w22 ODG7A 1 — WIZ / ,1[Wi1 .,w4b .IdH3' ,ir ' •,wa.a 4D I LLJ .10Ma / w6! \ \ ,\\B I 0= \, :�N;�Y ►N_ 4 ' CH -BASIN-' o PARKWAY CULVERT .,Dw, 00 = 1:042 CFS • \ + Q10 = 0.76 CFS •10'62 c •0'd'0 \ \ \\ \ � • ,,ayes o \ \ I �,ws .. e.. \ • . jau Ion iQeaa ,aw I rn .}I- =\a.o8 e a � - a. �0"rSTORM DRAIN ,1 i ,G to YR \ \ i I ii ` Q 1001,/23.72 CFS,ae •10067 ,.. Q10 16. 15 CFS o jau (If E v'UL, E T v V w' I O—RE T I ON o ST'ORMVRA I \ a..a S 100 = 4.]!�'CFS .\ .1 „s ,,ow 0K a 36 R \ \ \� .,4•leQ =�3!27 CFS Q100 7, s \ - { 2"-STORM�D q I N / a Q10 = \ ` ` „ 0-RETENTI.ON .,w., 0100 = 4.22 CFS \ ' ,106" to %�o)as \ ,\\ i 010 ��.56 CFS11 10'30 \� I � \ \ •'° ° 18" 5�'0 vM, 'D A,+. A� .,w,� •' � ` \ 0100 = ycr�sv " SPO DRAIN a 18 Q10 = 9.6 Q109 12. 13 CFS ✓ i \\ x0 8.27 CFS o STO &36\ \5 CFQ10 \i3S ,010 )2?\80 CFS IEDD) 80 40 0 80 160 240 V) AUDI OF TEMECULA uj SCALE: 1"=80' WF • 40810 COUNTY CENTER DRIVE,SUITE 100 M :Mlcompany 951678W42 •,FAXE►,X� 40+�R� FIG. 5 , DRAIANGE FACILITIES • FINAL HYDROLOGY/HYDRAULIC Audi of Temecula TECHNICAL STUDY APPENDIX D HYDRAULIC ANALYSIS D1: Street Capacity D2: Catch Basin Sizing D& Storm Drain Analysis • +frr++aaarrrfffrrr+taar+arararrrrrr+trraar+a+++rrtrrrrrrrrrratat++a++++ff++r • HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2013 Advanced Engineering Software (aes) Ver. 20.0 Release Date: 06/01/2013 License ID 1264 Analysis prepared by: Michael Baker International 40810 County Center Drive, Suite 100 Temecula, CA 92591 ----------------------------------------------------------------------------- TIME/DATE OF STUDY: 17:17 11/18/2015 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- Problem Descriptions: Temecula Center Drive Street Cross Section ++rra+trtttttrtrtttrtr+tr+f arfatfra•fffrrifrrttttrarr+trar#afrrarfrrfratfrra >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 1.10 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20. 00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18. 00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 • OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2 . 00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONE. SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.91 AVERAGE FLOW VELOCITY(FEET/SEC. ) = 1.42 PRODUCT OF DEPTH&VELOCITY = 0.39 1 • Cross Section for Curb Outlet per STD 301 (Rectangular Channel) Q100 Project I Description Friction Method Manning Formula Solve For Normal Depth Input Data .Roughness Coefficient 0.014 Channel Slope 2.00000 % Normal Depth 1.33 In Bottom Width 3.00 ft Discharge 1.10 MIS Cross Section Image 1.33 inin i 9.OD ft • Y.1 H: I • Bentley Systams,tnc. Hassled Methods So®YoUQelldaMuter vsl(SELECT4erles 1) 108.11.01.03] 9/4/2016 2:26:26 PM 27 Slemons Company Drive Sint 200 W Watertawrn,CT 06796 USA •1-203-766.1666 Page 1 of 1 • Worksheet for Curb Outlet per STD 301 (Rectangular Channel) 4100 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.014 Channel Slope 2.00000 % Bottom Width 3.00- It Discharge 1.10 ft'/6 'Results Normal Depth 1.33 In Flow Area 0.33 ft' Wetted Perimeter 3.22 It Hydraulic Radius 1.24 In Top Width 3.00 ft Cdtical Depth 0.18 It Critical Slope 0.00601 ftm Velocity 3.30 fl/s Velocity Head 0.17 It Specific Energy 0.28 It Froude Number 1.75 Flow Type Supercritical VF Input Data .Downstream Depth 0.00 in Length 0.00 It Number Of Steps 0 GVF Output Data Upstream Depth 0.00 In Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ff/s Normal Depth 1.33 In Critical Depth 0.16 ft Channel Slope 2.00000 % Critical Slope 0.00601 ft/ft • Bentley Syau ne,Inc. Haested Methods SotB0o0Q6ftnMaster Val(SELECTearies 1) [09.11.01.02] 914/2016 2:27:01 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06796 USA `1.203-766.1666 Pape 1 0l 1 FILE: A.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 1373 WATER SURFACE PROFILE LISTING Date: 8-14-2015 Time: 2:29:57 100-YR WSPG AUDI TEMECULA LINE A .......................................................................................................................... ........ I Invert I Depth I Water 1 0 1 Val Val I Energy I Super ICriticall FIow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) 1 Elev I ICES) I (FPS) Head I Grd.El. I Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -1- -I- -1- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I x-Falll ZR IType Ch' I I I I I I I 1 I I I 1 I 1061.090 1072.100 1.027 1073.127 50.77 23.73 0.74 1081.87 .00 2.32 2.85 3.000 .000 .00 1 .0 I- 9.970 .0150 .0973 :97 1.03 4.82 1.71 .013 .00 .00 PIPE I I I I I I I I I I I I I 1071.060 1072.250 .993 1073.243 50.77 24.06 9.60 1082.84 .00 2.32 2.82 3.000 .000 .00 1 .0 2.401 .2789 .1002 .24 .99 5.15 .77 .013 .00 .00 PIPE I I I I I I I I I I I I I 1073.461 1072.920 1.010 '1073.930 50.77 24.25 9.13 1003.06 .00 2.32 2.84 3.000 .000 .Do 1 .0 4.220 .2789 .0907 .38 1.01 4.97 .77 .013 .00 .00 PIPE Y I I I I I I I I I I I I 1077.682 1074.097 1.046 1075.143 $0.77 23.12 8.30 1083.45 .00 2.32 2.86 3.000 .000 .00 1 .0 -I- -I- -1- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.595 .2789 .0795 .29 1.05 4.65- .77 .013 .00 .00 PIPE I I I I I I I I I I I I I 1081.277 1075.100 1.084 3076.184 50.77 22.05 7.55 1083.73 .00 2.32 2.88 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.099 .2789 .0697 .22 1.08 4.35 .77 .013 .00 .00 PIPE I I I I I I I I 1 I I I I 1084.375 1075.964 1.122 1077.086 50.77 21.02 6.86 1083.95 .00 2.32 2.90 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -1- -I- -I- I- 2.675 .2789 .0612 .16 1.12 4.06 .77 .013 .00 ..00 PIPE I I I I I I I I I I I I I 1087.050 1076.710 1.163 1077.873 50.77 20.04 6.24 1084.11 1.62 2.32 2.92 3.000 .000 .00 1 .0 1.440 .2790 .0550 .08 2.78 3.19 .77 .013 .00 .00 PIPE 1088.490 1077.112 1.188 1078.300 50.77 19.48 5.89 1084.19 1.54 2.32 2.93 3.000 .000 .06 1 .0 2.149 .2790 .0497 .11 2.73 3.64 .77 .013 .00 .00 PIPE I I I I 1 J I I I I I I I 1090.639 1077.711 1.231 1078.942 50.77 18.58 5.36 1084.30 1.41 2.32 2.95 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -1- -I- -I- -I- I- 1.878 .2790 .0436 .08 2.64 3.40 .77 .013 .00 .00 PIPE 002:C:\Program Ries(x86(\CIV11D\143609\A.0UT FILE: A.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 2 Program Package Serial Number: 1373 WATER SURFACE PROFILE LISTING Date: 8-14-2015 Time: 2:29:57 100-YR WSPG AUDI TENECULA LINE A ........................................................................................................................... ........ I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticall Flow ToplHeight/18ase Wt1 INo Wth Station I Elev I (FT) I Elev I ICFSI I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTlor I.D. 1 ZL IPr3/Pip -I- -I- -I- -1- -I- -I- -I- -I- -I- -1- -t- -I- -I- -I L/Elam ICh Slope I I I I SF Avel HF ISE Dpthl Froude NINO= Dp I "N" I %-Falll ZR IType Ch I I I I I I I I I I I I I 1092.517 1078.235 1.276 1079.511 50.77 17.71 4.07 1084.38 1.28 2.32 2.97 3.000 .000 .00 1 .0 1.645 .2790 .0383 .06 2.56 3.18 .77 .013 .00 .00 PIPE I I I I 1 1 I I I I I I I 1094.161 1078.694 1.323 1080.017 50.77 16.89 4.43 1084.45 1.17 2.32 2.98 3.000 .000 .00 1 .0 1.441 .2790 .0336 .05 2.50 2.96 .77 .013 .00 .00 PIPE I I I I I I I I I I I I I 1095.603 1079.096 1.372 1080.468 50.77 16.10 4.03 1084.49 1.07 2.32 2.99 3.000 .000 .00 1 .0 1.259 .2790 .0296 .04 2.44 2.76 .77 .013 .00 .00 PIPE I I I I 1 I 1 I 1 I I I I 1096.862 1079.448 1.424 1080.872 50.77 15.35 3.66 1084.53 .97 2.32 3.00 3.000 .000 .00 1 .0 1.106 .2790 .0260 .03 2.40 2.58 .77 .013 .00 .00 PIPE 1097.967 1079.756 1.477 1081.233 50.77 14.64 3.33 1084.56 .89 2.32 3.00 3.000 .000 .00 1 .0 .959 .2790 .0229 .02 2.36 2.40 .77 .013 .00 .00 PIPE I I I I 1 I I I I I I I I 1098.926 1080.023 1.534 1081.557 50.77 13.96 3.02 1084.58 .81 2.32 3.00 3.000 .000 .00 1 .0 I- .835 .2790 .0202 .02 2.34 2.23 .77 .013 .00 .00 PIPE I I I I I I I I I I I I I 1099.761 1080.256 1.593 1081.849 50.77 13.31 2.75 1084.60 .73 2.32 2.99 3.000 .000 .00 1 .0 .720 .2790 .0178 . .01 2.33 2.08 .77 .013 .00 .00 PIPE I I I I I I 1 I I I I I I 1100.480 1080.457 1.655 1082.112 50.77 12.69 2.50 1084.61 .66 2.32 2.98 3.000 .000 .00 1 .0 .613 .2790 .0157 .01 2.32 1.93 .77 .013 .00 .00 PIPE I I I 1 I I I I I I I I I 1101.093 1080.628 1.721 1082.349 50.77 12.10 2.27 1084.62 .60 2.32 2.97 3.000 .000 .00 1 .0 -1- -I- -1- -I- -I- -I- -I- -I- -1- -1- -I- -I- -I- I- .519 .2790 .0139 .01 2.32 1.79 .77 .013 .00 .00 PIPE 002:C:\Program Files(186)\CIVILD\143609\/L.0IJT FILE: A.WSW W S P G W - CIVILDESIGH Version 14.08 PAGE 3 Program Package Serial Number: 1373 WATER SURFACE PROFILE LISTING Date: 8-14-2015 Time: 2:29:57 100-YR WSPG AUDI TEMECULA LINE A .......................................................................................................................... ........ I Invert I Depth I Water 1 0 1 Vel Vel I Energy I Super ICriticall Flow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.EI.1 Elev I Depth I Width IDia.-FTI'or I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE Dpthl Fronde NINorm.Up I "N" I %-Falll ZR IType Ch I I I I I I I I I I I I I 1101.612 IOBO.773 1.790 1082.563 50.77 11.53 2.07 1084.63 .54 2.32 2.94 3.000 .000 .00 1 .0 .427 .2790 .0123 .01 2.33 1.66 .77 .013 .00 .00 PIPE I I I I I I I 1 I I I I I 1102.039 1080.892 1.864 1082.756 50.77 11.00 1.88 1084.63 .49 2.32 2.91 3.000 .000 .00 1 .0 -I- -I- -I- -I- -1- -I- -I- -I- -I- -I- -I- -I- -I- I- .346 .2790 .0109 .00 2.35 1.54 .77 .013 .00 .00 PIPE I I I I I I I I I I I I I 1102.385 1080.988 1.942 1082.930 50.77 10.49 1.71 1084.64 .44 2.32 2.87 3.000 .000 .00 1 .0 .268 .2790 .0097 .00 2.38 1.42 .77 .013 .00 .00 PIPE I I I I I I I I I I I I I 1102.653 1081.063 2.025 1083.088 50.77 10.00 1.55 1084.64 .39 2.32 2.01 3.000 .000 .00 1 .0 .193 .2790 .00B6 .00 2.41 1.31 .77 .013 .00 .00 PIPE I I I I I I I I I I I 1 1 1102.846 1081.117 2.114 1083.231 50.77 9.53 1.41 1084.64 .34 2.32 2.74 3.000 .000 .00 1 .0 .115 .2790 .0077 .00 2.46 1.20 .77 .013. .00 .00 PIPE I I I I 1 I I I I I I I I 1102.961 1081.149 2.211 1083.360 50.77 9.09 1.29 1084.64 .30 2.32 2.64 3.000 .000 .00 1 .0 .039 .2790 .0069 .00 2.51 1.10 .77 .013 .00 .00 PIPE I I I I I I I I I I I I I 1103.000 1081.160 2.318 1083.478 50.77 0.66 1.17. 1084.64 .13 2.32 2.51 3.000 .000 .00 1 .0 19.390 .0062 .0065 .13 2.45 1.00 2.38 .013 .00 .00 PIPE I I I I I I I I I I I I I 1122.390 1081.280 2.318 1083.598 50.77 0.66 1.17 1084.76 .00 2.32 2.51 3.000 .000 .00 1 .0 JUNCT STR .0069 .0049 .04 2.32 1.00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1131:080 1081.340 3.117 1084.457 38.51 5.45 .46 1084.92 .00 2.02 .00 3.000 .000 .00 1 .0 -I- -1- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -1- I- 36.809 .0065 .0033 .12 3.12 .00 1.68 .013 .00 .00 PIPE 002:C:\Progiram Files(x86)\CIVIID\149609\A.0IJT FILE: A.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 4 Program Package Serial Number: 1373 WATER SURFACE PROFILE LISTING Date: 8-14-2015 Time: 2:29:57 100-YR WSPG AUDI TEMECULA LINE A .........................:...................................................:............................................ ........ I Invert I Depth I Water I Q I Vel Vel I Energy 1 Super ICriticall Flow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I ICFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTlor I.D.1 EL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE Dpthl Froude NlNorm Up I "N" I %-Falll ZR IType Ch . . . . . . . . . . . ..... . . . . . . I I I I 1 I I I I I I I I 1167.889 1081.580 3.000 1084.580 38.51 5.45 .46 1085.04 .00 2.02 .00 3.000 .000 .00 1 .0 67.955 .0065 .0031 .21 3.00 .00 1.88 .013 .00 .00 PIPE I I I I I I I I I I I I I 1235.845 1082.022 2.721 1084.743 38.51 5.71 .51 1085.25 .00 2.02 1.74 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 8.905 .0065 .0029 .03 2.72 .51 1.88 .013 .00 .00 PIPE I I I I I I I I I I I I I 1244.750 1082.080 2.678 1084.758 38.51 5.78 .52 1085.28 .09 2.02 1.86 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 29.020 .0065 .0031 .09 2.76 .54 1.87 .013 .00 .00 PIPE I I I I I I I I I I I I I 1273.770 1082.270 2.525 1084.795 30.51 6.06 .57 1065.37 .11 2.02 2.19 3.000 .000 .00 1 .0 -I- -I- -I- -1- -1- -I- -I- -I- -I- -I- -I- -I- -I- I- 7.860 .0065 .0032 .03 2.64 .63 1.87 .013 .00 .00 PIPE I 1 I I I I I I I I I I I 1281.630 1082.321 2.481 1084.802 30.51 6.16 .59 1085.39 .00 2.02 2.27 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0065 .0024 .01 2.49 .65 .013 .00 .00 PIPE I I I I I I I I I I I I I 1286.050 1082.350 3.021 1085.371 25.72 3.64 .21 1085.58 .00 1.64 .00 3.000 .000 .00 1 .0 4.140 .0065 .0015 .01 3.02 .00 1.46 .013 .00 .00 PIPE 1290.190 1082.377 3.000 1085.377 25.72 3.64 .21 1085.58 .00 1.64. .00 3.000 .000 .00 I .0 50.296 .0065 .0014 .07 3.00 .00 1.46 .013 .00 ..00 PIPE I I I I I I I 1 I I I I I 1340.486 1082.704 2.721 IOB5.425 25.72 3.82 .23 1085.65 .00 1.64 1.74 3.000 .000 .00 1 .0 26.857 .0065 .0013 .04 2.72 .34 1.46 .013 .00 .00 PIPE I I I I I t I I I I I I I 1367.343 1082.878 2.560 1085.438 25.72 4.00 .25 1085.69 .00 1.64 2.12 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 21.447 .0065 .0015 .03 2.56 .41 1.46 .013 .00 .00 PIPE 002:C:\Program Files)186)\CIVILD\143609\A.0UT FILE: A.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 5 Program Package Serial Number: 1373 WATER SURFACE PROFILE LISTING Date: e-14-2015 Time: 2:29:57 100-YR WSPG AUDI TEMECULA LINE A .......................................................................................................................... ........ I Invert I Depth I Water 1 0 1 Val Val I Energy i Super ICriticall Flow ToplHeight/IBase wt1 INo Nth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Gcd.El. l Elev I .Depth I Width IDia.-FTlor I.D.1 ZL IPr3/Pip -I- -I- -I- -I- -I- -1- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I 1 SF Avel HF ISE Dpthl Froude NINorm Dp' I "N' I %-Falll ZR IType Ch I I I I I I I I I I I I I 1388.790 1083.018 2.427 1085.445 25.72 4.20 .27 1085.72 .00 1.64 2.36 3.000 .000 .00 1 .0 18.310 .0065 .0016 .03 2.43 .46 1.46 .013 .00 .00 PIPE I I I I I I I I I I I I I 1407.100 1083.137 2.310 1085.447 25.72 4.40 .30 1085.75 .00 1.64 2.52 3.000 .000 .00 1 .0 -I- -I- -I- -I- -1- -I- -I- -I- -I- -I- -I- -I- -I- I- 15.870 .0065 .0018 .03 2.31 .51 1.46 .013 .00 .00 PIPE I 1 I t I I I I I I I I I 1422.970 1003.240 2.205 1085.445 25.72 4.62 .33 1085.78 .00 1.64 2.65 3.000 .000 .00 1 .0 13.935 .0065 .0020 .03 2.21 .56 1.46 .013 .00 .00 PIPE 1436.905 1083.330 2.109 1085.440 25.72 4.84 .36 1085.80 .00 1.64 2.74 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 12.302 .0065 .0022 .03 2.11' .61 1.46 .013 .00 .00 PIPE I I I I I I I I I I I I I 1449.207 1003.410 2.020 1085.431 25.72 5.08 .40 1085.83 .00 1.64 2.81 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -1- -1- . -1- -1- 1- 10.737 .0065 .0025 .03 2.02 .67 1.46 .013 .00 .00 PIPE I I I I I I I 1 I I 1 I I 1459.943 1083.480 1.937 1085.417 25.72 5.33 .44 1085.86 .00 1.64 2.87 3.000 .000 .00 1 .0 9.211 .0065 .0028 .03 1.94 .72 1.46 .013 .00 .00 PIPE I I I I I 1 I I I I I I I 1469.154 1083.540 1.859 1085.399 25.72 5.59 .48 1085.8B .00 1.64 2.91 3.000 .000 .00 1 .0 .301 .0065 .0030 .00 1.86 .18 1.46 .013 .00 .00 PIPE I I I I I I I I I I I I I 1469.455 1083.542 1.859 1085.401 25.72 5.59 .49 1065.09 .00 1.64 2.91 3.000 .000 .00 1 .0 (- HYDRAULIC JUMP I I I I I I I I I I I I I 1469.455 1083.542 1.430 1084.972 25.72 7.74 .93 1085.90 .00 1.64 3.00 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -1- -I- -I- -I- -I- -I- I- 20.339 .Om .0070 .14 1.43 1.29 1.46 .013 .00 .00 PIPE 002:C:\Isrogiram Files(X86)\CIVILD\143609\A.0UT FILE: A.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 6 Program Package Serial Number: 1373 WATER SURFACE PROFILE LISTING Date: 8-14-2015 Time: 2:29:57 100-YR WSPG AUDI TEMECULA LINE A .......................................................................................................................... ........ I Invert I Depth I Water 1 0 1 Vel Val I Energy I Super ICriticall Flo. ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) 1 Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTlor I.D. I ZL IPrs/Pip -1- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE Dpthl Froude NINorm Up I "N" I %-Falll 2R IType Ch I I I I I I I I I I I I I 1489.794 1083.674 1.430 1085.104 25.72 7.74 .93 1086.03 .00 1.64 3.00 3.000 ..000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 41.615 .0065 .0075 .31 1.43 1.29 1.46 .013 .00 .00 PIPE I I I I I I I I I I I I I 1531.409 1083.945 1.378 10135.323 25.72 8.11 1.02 1086.34 .00 1.64 2.99 3.000 .000 .00 1 .0 26.465 .0065 .0085 .23 1.38 1.39 1.46 .013 .00 .00 PIPE I I I I I I I I I I I I I 1557.874 1084.117 1.329 1085.446 25.72 8.51 1.12 1086.57 .00 1.64 2.98 3.000 .000 .00 1 .0 20.243 .0065 .0097 .20 1.33 1.49 1.46 .013 .00 .00 PIPE I I I I 1 I I I I I I I I 1578.117 1084.248 1.281 1085.529 25.72 0.92 1.24 1086.17 .00 1.64 2.97 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 17.397 .0065 .0110 .19 1.28 1.60 1.46 .013 .00 .00 PIPE I I I I I I I I 1 I I I I 1595.515 1084.361 1.236 1085.597 25.72 9.36 1.36 1086.96 .00 1.64 2.95 3.000 .000 .00 1 .0 15.361 .0065 .0126 .19 1.24 1.71 1.46 .013 .00 .00 PIPE I I I I I I I I I I I I I 1610.876 1084.461 1.193 1085.654 25.72 9.82 1.50 1087.15 .00 1.64 2.94 3.000 .000 .00 1 .0 13.786- .0065 .0143 .20 1.19 1.83 1.46 .013 .00 _00 PIPE I I I I I I I I 1 I I I I 1624.662 1084.551 1.151 1085.702 25.72 10.30 1.65 1087.35 .00 1.64 2.92 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -1- -I- -I- I- 12.705 .0065 .0163 .21 1.15 1.96 1.46 .013 .00 .00 PIPE I I I I I I I 1 I I I I I 1637.367 1084.633 1.111 1085.744 25.72 10.80 1.81 1087.55 .00 1.64 2.90 3.000 .000 .00 1 .0 11.823 .0065 .0186 .22 1.11 2.10 1.46 .013 .00 .00 PIPE 1649.190 1084.710 1.073 1085.783 25.72 11.33 1.99 1087.77 .00 1.64 2.98 3.000 .000 .00 1 .0 -1- -I- -I- -I- -I- -I- -I- -I- -I- -1- -I- -I- -I- I- JUNCT STR .2670 .0132 .05 1.07 2.25 .013 .00 .00 PIPE 002:C:\Program Files(x86(\CIVILD\143609\A.0UT FILE: A.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 7 Program Package Serial Number: 1373 WATER SURFACE PROFILE LISTING .Date: 8-14-2015 Time: 2:29:57 100-YR WSPG AUDI TENECULA LINE A .......................................................................................................................... ........ I Invert I Depth I Water 1 0 1 Vel Vel I Energy I Super ICriticall Flow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.EI.l Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -1 L/Elem ICh Slope I I I I. SF Avel HF ISE Dpthl Froude NINorm Dp I 'N" I %-Falll ZR IType.Ch I I I I I I I I I I I I I 1653.010 1085.730 1.395 1087.125 23.72 7.37 .84 1087.97 .00 1.57 2.99 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 57.205 .0065 .0064 .37 1.40 1.25 1.39 .013 .00 .00 PIPE I I I 1 I I I I 6 1 I I I 1710.215 1086.102 1.401 1087.503 23.72 7.32 .83 1088.34 .00 1.57 2.99 3.000 .000 .00 1 .0 44.920 .0065 .0060 .27 1.40 • 1.24 1.39 .013 .00 .00 PIPE I I I I I I I I I I I I I 1755.135 1086.394 1.454 .1087.840 23.72 6.98 .76 1088.60 .00 1.57 3.00 3.000 .000 .00 1 .0 -I- -I- -I- -1- -I- -I- -1- -I- -I- -I- -1- -I- -I- I- 11.257 .0065 .0053 .06 1.45 1.16 1.39 .013 .00 .00 PIPE 1766.392 1086.467 1.509 1087.976 23.72 6.65 .69 1088.66 .00 1.57 3.00 3.000 .000 .00 1 .0 I- 1.948 .0065 .0046 - .01 1.51 1.08 1.39 .013 .00 .00 PIPE I I I I I I I I I 1 I I I 1768.340 1086.480 1.569 1068.049 23.72 6.34 .62 1088.67 .00 1.57 3.00 3.000 .000 .00 1 .0 002:C:\Program Files(x86)\CIVILD\143609\N.0UT FILE: A1.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 1373 WATER SURFACE PROFILE LISTING Date: 8-14-2015 Tim:11:35:40 100-YR WSPG AUDI TENENLA LAT A-1 ...............................................:.......................................................................... ........ I Invert I Depth I Water 1 0 1 Vel Val I Energy I Super ICriticall Flow ToplHeight/19ase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-ITlor I.D.1 ZL IPCa/PiP L/Elem •ICh Slope I I I I SF Avel HF ISE Dpthl Froude NINorm UP I "N" I %-Falll ZR IType Ch I I I 1 I I I I I I I I I 1004.300 1082.200 2.260 1084.460 12.26 6.94 .75 1085.21 .00 1.32 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -1- -I- -I- -I- -I- -I- -1- -I- 1- 8.780 .0239 .0136 .12 2.26 .00 .97 .013 .00 .00 PIPE I I I I I I I I I I I 1 I 1013.080 1082.410 2.170 1084.580 12.26 6.94 .75 -1085.33 .00 1.32 .00 1.500 .000 .00 1 .0 002:C:\Program Files(xB6)\CIVILD\143609\A1.0UT FILE: A2.WSW W S P G W - CIVILDESIGN Veraion 14.08 PAGE 1 Program Package Serial Number: 1373 WATER SURFACE PROFILE LISTING Date: 8-14-2015 Time:11:42:53 100-YR WSPG AUDI TEMECULA LAT A-2 ..............................................:........................................................................... ........ I Invert I Depth I Water I Q I Vel vel I Energy I Super ICriticall Flow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I GCd.El.l Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -1 L/E'-em ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm bp I "N" I E-Falll 2R IType Ch I I I I I I I I I I 1 I I 1001.440 1082.850 2.520 1085.370 12.79 4.07 .26 3085.63 .00 1.29 .00 2.000 .000 .00 1 .0 48.560 .0060 .0032 .16 2.52 .00 1.27 .013 .00 .00 PIPE I I I I I I I I I I I 1 1 1050.000 1083.140 2.385 1085.525 12.79 4.07 .26 1085.78 .00 1.29 .00 2.000 .000 .00 1 .0 002:C:\Program Files(W86)\CIVIL0\143609\/12.0UT • • • FILE: A3.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 1373 WATER SURFACE PROFILE LISTING Date: 8-14-2015 Time:12:34:25 100-YR WSPG AUDI TEMECULA LAT A-3 .......................................................................................................................... ........ I Invert I Depth I Water 1 0 1 Val Vel I Energy I Super ICriticall Flow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I ICFS) I (FPS) Head I Grd.Ei.1 Elev I Depth 1 Width IDld.-FTlon I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I E-Falll ZR IType Ch I I I I I I I I I I I I I 1001.590 1085.490 1.240 1086.730 2.00 1.28 .03 1086.76 .00 .53 1.14 1.500 .000 .00 1 .0 6.580 .0091 .0004 .00 1.24 .19 .45 .013 .00 .00 PIPE 1009.170 1085.550 1.180 1086.730 2.00 1.34 .03 1086.76 .00 .53 1.23 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 5.519 .0098 .0004 .00 1.18 .21 .45 .013 .00 .00 PIPE I I I I I I I I 1 I I I I 1013.689 1085.604 1.125 1086.729 2.00 1.41 .03 1086.76 .00 .53 1.30 1.500 .000 .00 1 .0 5.003 .0098 .0005 .00 1.13 .24 .45 .013 .00 .00 PIPE I I I I I I I I I I I I I 1018.692 1085.654 1.075 1086.729 2-.00 1.48 .03 1086.76 .00 .53 1.35 1.500 .000 .00 1 .0 4.571 .0098 .0005 .00 1.08 .26 .45 .013 .00 .00 PIPE f I I I I I I I I 1 I i I 1023.263 1085.698 1.029 1086.728 2.00 1.55 .04 1086.76 .00 .53 1.39 1.500 .000 .00 1 .0 -I- -I- -I- -I- -1- -I- -I- -I- -I- -I- -I- -I- -I- I- 4.242 .0098 .0006 .00 1.03 .28 .45 .013 .00 .00 PIPE I I I I I I I I I 1 I I I 1027.505 1085.740 .996 1086.726 2.00 1.62 .04 1086.77 .01 .53 1.42 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .985 .0098 .0006 .00 .99 .31 .45 .013 .00 .00 PIPE I I I I I I I I I I I I I 1028.490 1085.750 .976 1086.726 2.00 1.64 .04 1086.77 .00 -.53 1.43 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.795 .0101 .0007 .00 .98 .31 .44 .013 .00 .00 PIPE I I I I I I I I I I I I I 1032.285 1095.798 .936 1086.725 2.00 1.72 .05 1086.77 .00 .53 1.45 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.461 .0101 .0008 .00 .94 .34 .44 .013 .00 .00 PIPE I I I I I I I 1 I I I I 1 1035.745 1085.923 .999 1086.723 2.00 1.81 .05 . 1086.77 .00 .53 1.47 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.232 .0101 .0009 .00 .90 .37 .44 .013 .00 .00 PIPE 002:C:\Program Files()B6)\CIVILD\143609\A3.011T • • • FILE: A3.WSW W S P G.W - CIVILDESIGN Version 14.08 PAGE 2 Program Package Serial Number: 1373 WATER SURFACE PROFILE LISTING Date: 8-14-2015 Time:12:34:25 100-YR WSPG AUDI TENECULA LAT A-3 .......................................................................................................................... ........ I Invert I Depth I Water 1 0 1 Val Val I Energy I Super ICritiCaIl Flow ToplHeight/19ase Wtl Me Wth Station I Elev I (FT) I Elev I ICFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D. 1 EL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE Dpthl Froude NlNorm Dp I "N" I %-Falll 2R IType Ch I I I I I I I I I I I I 1 1033.977 1085.856 .864 1086.720 2.00 1.90 .06 1086.70 .00 .53 1.48 1.500 .000 .00 1 .0 2.363 .0101 .0010 .00 .86 .40 .44 .013 .00 .00 PIPE ' I I I I I I I I I I I I I 1041.340 1085.880 .838 1086.718 2.00 1.97 .06 3086.78 .01 .53 1.49 1.500 .000 .00 1 .0 3.011 .0098 .0011 .00 .85 .42 .45 .013 .00 .00 PIPE I I I I 1 I I I I I I I I 1044.351 1085.909 .806 1086.716 2.00 2.07 .07 1086.78 .01 .53 1.50 1.500 .000 .00 1 .0 2.735 .0098 .0012 .00 .81 .45 .45 .013 .00 .00 PIPE I I I I I I I I 1 I I I I 1047.086 1085.936 .776 3086.712 2.00 2.17 .07 1086.79 .01 .53 1.50 1.500 .000 .00 1 .0 2.590 .0098 .0014 .00 .79 .49 .45 .013 .00 .00 PIPE I I I I I I I I I I I I I 1049.675 1085.961 .747 1086.708 2.00 2.27 .08 1086.79 .01 .53 1.50 1.500 .000 .00 1 .0 -I- -I- -I- -I- -1- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.316 .0098 .0016 .00 .76 .52 .45 .013 .00 .00 PIPE 1051.991 1085.984 .720 1086.704 2.00 2.38 .09 1086.79 .01 .53 1.50 1.500 .000 .00 1 .0 2.152 .0098 .0018 .00 .73" .56 .45 .013 .00 .00 PIPE I I I I I I I I I I I I I 1054.143 1086.005 .694 1086.699 2.00 2.50 .10 1086.80 .01 .53 1.50 1.500 .000 .00 1 .0 -1- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.977 .0098 .0020 .00 .71 .60 .45 .013 .00 .00 PIPE I I I I I I I I I I I I I 1056.120 1086.024 .669 1086.693 2.00 2.62 .11 1086.80 .01 .53 1.49 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.786 .0098 .0023 .00 .68 .65 .45 .013 .00 .00 PIPE I I I I I 1 1 I I I I I I 1057.906 1086.042 .645 1086.687 2.00 2.75 .12 1086.80 .02 .53 1.49 1.500 .000 .00 1 .0 1.577 .0098 .0026 .00 .66 .69 .45 .013 .00 .00 PIPE 002:C:\Program Files(a86)\CIVILD\143609\A3.01JT FILE: A3.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 3 Program Package Serial Number: 1313 WATER SURFACE PROFILE LISTING Date: B-14-2015 Time:12:34:25 100-YR WSPG AUDI TEMECULA LAT A-3 .......................................................................................................................... ........ I Invert I Depth I Water 1 0 1 Val Vel I Energy I Super ICrititall Flow ToplHeight/l Base Wil INo Wth Station I Elev I (FT) I Elev I (CPS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip -I- -1- -I- -I- -I- -1- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE Dpthl Froude NINorm Up I "N" I X-Falll ZR IType Ch 1059.483 1086.057 .622 1086.679 2.00 2.88 .13 1086.81 .02 .53 1.48 1.500 .000 .00 1 .0 .355 .0098 .0030 .00 .64 .74 .45 .013 .00 .00 PIPE I I I I I I I I I I I I I 1059.838 1086.061 .600 1086.661 2.00 3.03 .14 1086.80 .02 .53 1.47 1.500 .000 .00 1 .0 HYDRAULIC JUMP I I I I I I I I I I I I I 1059.838 1086.061 .447 1086.508 2.00 4.53 .32 1086.83 .04 .53 1.37 1.500 .000 .00 1 .0 5.062 .0098 .0091 .05 .49 1.41 .45 .013 .00 .00 PIPE I I I I I I I I 1 I I I I 1064.900 1086.110 .463 1086.573 2.00 4.31 .29 1086.86 .00 .53 1.39 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 8.321 ..0091 .0079 .07 .46 1.31 .45 .013 .00 .00 PIPE I I I I I I I I 1 I I I I 1073.221 1086.186 .479 1086.665 2.00 4.11 .26 1086.93 .00 .53 1.40 1.500 .000 .00 1 .0 3.160 .0091 .0069. .02 .48 1.23 .45 .013 .00- .00 PIPE I I I I I I I I I I I I I 1076.301 1086.214 .496 1086.711 2.00 3.92 .24 1086.95 .00 .53 1.41 1.500 .000 .00 1 :0 1.543 .0091 .0061 .01 .50 1.15 .45 .013 .00 .00 PIPE I I 1 I 1 I I I I I I I I 1077.924 1086.229 .513 1086.742 2.00 3.74 .22 1086.96 .00 .53 1.42 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -i- -I- -I- -I- -I- -I- -I- I- .156 .0091 .0053 .00 .51 1.07 .45 .013 .00 .00 PIPE I I I I I I I I I I I I I 1078.080 1086.230 .533 1086.763 2.00 3.55 .20 1086.96 .00 .53 1.44 1.500 .000 .00 1 .0 WSE @ CB = 1086.76 + 1.2(.2) = 1087.00' 002:C:\Program Files p86)\CIVILD\143609\A3.0l1T FILE: 83036.WSW w S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program PaekageSerial Number: 1373 WATER SURFACE PROFILE LISTING Date:11-13-2015 Time:10: 2:15 100-YR WSPG AUDI TEMECULA LINE B ♦aaaa u•u a uaa•uaaraaaaaaaaaaaaaaaaaaaaa�aaaaaaaaaaaaraaaaaaaaaaaaaaaaaaaaaaaa�aaaaaaaaaaaaaaaa�aaaaaaaaaaaaaaaaaaaaaa• ♦uaua• Invert Depth water Q Vel Vel Energy Super Critical Flow Top Height/ Base Wt No wth Station Elev (FT) Elev (CPS) (FPS) Head Grd.El. Elev Depth Width Dia.-FT or I.D. ZL Pre/Pip L/Elem Ch Slope SF Ave HF SE Dpth Froude N Norm Dp "N" %-Fall ZR Type Ch a aaaaa u• uaaaaa�• aaaaaaa• au a�aaa♦ •aaaaaaa• aaa uaalaaaau• •aaaaaaa• •aau a• •aaaaaaa aaaaaa♦ aaaaaaa eaaaaaa rasa• aaaaaa• 1012.890 1056.060 1.015 1057.075 59.90 11.76 2.15 1059.22 .00 1.64 6.54 1.000 3.500 1.50 0 .0 I_ 1.652 .0051 .0195 .03 1.01 2.35 1.45 .014 .00 1.50 TRAP I I I I I I I I I I I I I 1014.542 1056.068 1.009 1057.078 59.90 11.84 2.18 1059.25 .00 1.64 6.53 1.000 3.500 1.50 0 .0 1_ 11.302 .0051 .0211 .24 1.01 2.37 1.45 .014 .00 1.50 TRAP I I I I I I I I I I I I I 1025.844 1056.125 .973 1057.098 59.90 12.41 2.39 1059.49 .00 1.64 6.42 1.000 3.500 1.50 0 .0 1_ 10.704 .0051 .0241 .26 .97 2.52 1.45 .014 .00 1.50 TRAP I I I I I I I I I I I I I 1036.548 1056.180 .938 1057.117 59.90 13.02 2.63 1059.75 .00 1.64 6.31 1.000 3.500 1.50 0 .0 I_ 10.163 .0051 .0276 .28 .94 2.69 1.45 .014 .00 1.50 TRAP I I I I I I I I I I I I I 1046.712 1056.231 .903 1057.135 59.90 13.66 2.90 1060.03 .00 1.64 6.21 1.000 3.500 1.50 0 .0 9.668 .0051 .0316 .31 .90 2.86 1.45 .014 .00 1.50 TRAP I I I I I I I I I I I I I 1056.380 1056.280 .870 1057.156 59.90 14.32 3.19 1060.34 .00 1.64. 6.11 1.000 3.500 1.50 0 .0 I_ 19.392 .0315 .0341 .66 .87 3.D5 .89 .014 .00 1.50 TRAP I I I I I I I I I I I 1 1 1075.772 1056.892 .864 1057.756 59.90 14.45 3.24 1061.00 .00 1.64 6.09 1.000 3.500 1.50 0 .0 I_ 52.857 .0315 .0371 1.96 .86 3.09 .89 .014 .00 1.50 TRAP I I I I I I I I I I I 1 1 1128.629 1058.559 .832 1059.391 59.90 15.15 3.57 1062.96 _00 1.64 6.00 1.000 3.500 1.50 0 .0 .I_ I_ 29.841 .0315 .0425 1.27 .83 3.29 .89 .014 .00 1.50 TRAP I I I I I I I I I I I 1 1 1158.470 1059.500 .801 1060.302. 59.90 15.89 3.92 1064.22' .00 1.64 5.90 1.000. 3.500 1.50 0 .0 _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ _I_ -1- _I_ I_ 6.568 .0192 .0470 .31 .80 3.51 1.02 .014 .00 1.50 TRAP 2 • • • FILE: B3036.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1373 WATER SURFACE PROFILE LISTING Date:11-13-2015 Time:10: 2:15 100-YR WSPG AUDI TEMECULA LINE B a.op♦•psp uo•raaa.aaaauaauauaa*a*r•d*d*d*udp•••p*drsso♦•••aa«araaaaaaaaaaa•d*oa*ardddad*a**p*sp uoao�«s•u«aa«aaaa«a.a aop«p*o♦ Invert Depth Water Q Vet Energy Super Critical Plow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) Vol(FPS) Head Grd.El. Elev Depth Width Dia.-FT or I.D. ZL Pre/Pip Slope SF Ave HF SE Dpth Froude N Norm Dp X-Fall ZR Type Ch L/Elem Ch •a«aaaaaa as*slop.. •ssso••s •uauaaa a ua*ar• •raa*sslo Ave •**aa*ua *pupa* .road«*• aoso* •pose a'« usr«aa pap*• udp*d♦ 1165.037 1059.626 .786 1060.412 59.90 16.29 4.12 1064.53 .00 1.64 5.86 1.000 3.500 1.50 0 .0 1_ 11.591 .0192 .0522 .61 .79 3.62 1.02 .014 .00 1.50 TRAP I I I I I I I I I I I I I 1176.629 1059.848 .756 1060.605 59.90 17.09 4.53 1065.14 .00 1.64 5.77 1.000 3.500 1.50 0 .0 I_ 10.451 .0192 .0598 .63 .76 3.86 1.02 .014 .00 1.50 TRAP I I I I I I I I I I I I I 1187.O80 1060.049 .72B 1060.777 59.90 17.92 9.99 1065.76 .00 1.64 5.68 1.000 3.500 1.50 0 .0 _I_ _I_ _I_ _I_ _ I_ _I- _I_ _I_ _I_ _I_ _I_ _1_ _I_ 1_ 9.531 .0192 .0686 .65 .73 4.12 1.02 .014 .00 1.50 TRAP I I I I I I I I I I I I 1196.612 1060.232 .700 1060.932 59.90 18.80 5.49 1066.42 .00 1.64 5.60 1.000 3.500 1.50 0, .0 1_ 8.768 .0192 .0787 .69 .70 4.39 1.02 .014 .00 1.50 TRAP I I I I I I I I I I I I 1205.380 1060.400 .674 1061.074 59.90 19.71 6.03 1067.11 .00 1.64 5.52 1.000 3.500 1.50 0 .0 I_ WALL EXIT I I I I I I I I I I I I I 1205.380 1060.400 1.529 1061.929 59.90 19.09 5.63 1067.56 .00 2.39 2.44 2.500 .000 .00 1 .0 I_ 12.652 .0191 .0465 .59 1.53 2.95 2.21 .013 .00 .00 PIPE I I I I I I I I I I I I I 1216.032 1060.642 1.487 1062.129 59.90 19.69 6.02 1060.15 .00 2.39 2.45 2.500 .000 .00 1 .0 I_ 16.693 .0191 .0517 .86 1.49 3.12 2.21 .013 , _00 .00 PIPE I I I I I I I I I I I I I 1234.725 1060.961 1.429 1062.391 59.90 20.65 6:62 1069.01 .00 2.39 2.47 2.500 .000 .00 1 .0 I_ 15.413 .0191 .0585 .90 1.43 3.36 2.21 .013 .00 .00 PIPE I I I I I I I I I I I I I 1250.138 1061.256 1.375 1062.631 59.90 21.65 7.28 1069.91 .00 2.39 2.49 2.500 .000 .00 1 .0 14.332 .0191 .0663 .95 1.37 3.62 2.21 .013. .00 .00 PIPE 3 FILE: B3036.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3' Program Package Serial Number: 1373 WATER SURFACE PROFILE LISTING Date:11-13-2015 Time:10: 2:15 100-YR WSPG AUDI TEMECULA LINE B ♦♦aa•au aaa•aaauaaaaaaaaa aaaaaaa•u•aa•♦as•aaaaaaaaaaaaaaaa ua•.a....aa..e.aaaarauau aaaaaaaaaa uaaaaa ua♦uauaa•uaa• aaaaaaa• Invert Depth Water Q Vel Vel Energy Super Critical Flow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CPS) (FPS) Head Gred Eyl Elev Depth. Width Dia.-FT or I.D. ZL Pro/Pip L/Elem Ch Slope SF Ave HF SE Dpth Fronde N Norm Dp "N" X-Pall ZR Type Ch u uaaaaa •a uaaaaa aaaaaaa• •aaaaaaa♦ au aau as •aaaaaalaaau as u.aaaaaa •aaaaa• •aa uaa• •aau sae ea•ua• ♦aa••a• uaa♦ au ua• 1264.470 1061.530 1.323 1062.853 59.90 22.71 8.01 1070.86 .00 2.39 2.50 2.500 .000 .00 1 .0 59.722 .0738 .0686 4.10 1.32 3.89 1.31 .013 .00 .00 PIPE 1324.192 1065.938 1.346 1067.283 59.90 22.24 7.68 1074.96 .00 2.39 2.49 2.500 .000 .00 1 .0 58.597 .0738 .0628 3.68 1.35 3.77 1.31 .013 .00 .00 PIPE 1382.788 1070.262 1.398 1071.661 59.90 21.21 6.98 1078.64 .00 2.39 2.48 2.500 .000 .00 1 .0 31.542 .0730 .0554 1.75 1.40 3.50 1.31 .013 .00 .00 PIPE 1414.330 1072.590 1.454 1074.044 59.90 20.22 6.35 1080.39 .70 2.39 2.47 2.500 .000 .00 1 .0 3.782 .0739 .0515 .19 2.15 3.25 1.30 .013 .00 .00 PIPE 1418.112 1072.869 1.463 1074.332 59.90 20.07 6.26 1080.59 .68 2.39 2.46 2.500 .000 .00 1 .0 19.778 .0739 .0481 .95 2.15 3.21 1.30 .013 .00 .00 PIPE 1437.890 1074.330 1.522 1075.852 59.90 19.14 5.69 1081.54 .00 2.39 2.44 2.500 .000 .00 1 .0 8.209 .0738 .0438 .36 1.52 2.98 1.30 .013 .00 .00 PIPE 1446.099 1074.936 1.555 1076.491 59.90 18.66 5.41 1081.90 .00 2.39 2.42 2.500 .000 .00 1 .0 12..590 .0738 .0400 .50 1.56 2.86 1.30 .013 .00 .00 PIPE 1458.690 1075.866 1.620 1077.486 59.90 17.79 4.92 1082.40 .52 2.39 2.39 2.500 .000 .00 1 .0 9.131 .0739 .0357 .33 2.14 2.64 1.30 .013 .00 .00 PIPE 1467.821 1076.541 1.684 1078.224 59.90 17.04 4.51, 1082.73 .47 2.39 2.34 2.500 .000 .00 1 .0 7.998 .0739 .0319 .26 2.15 2.45 1.30 .013 .00 .00 PIPE 4 FILE: B3036.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1373 WATER SURFACE PROFILE LISTING Date:11-13-2015 Time:10: 2:15 100-YR WSPG AUDI TEMECULA LINE B ..u***.•a**.•a•a**♦•♦•a..*....u.♦.r.♦**♦.•.♦aaa.a**.♦•*..••.�.♦*♦*a.a.•aa.a***a.i****.*.*a**a• •.aa.aaa Invert Depth Water Q Vel Vel Energy Super Critical Plow Top Height/ Base WC No wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.El. Elev Depth Width Dia.-FT or I.D. ZI, Pre/Pip L/Elem Ch Slope SF Ave HF SE Dpth Froude N Norm Dp "N" %-Fall ZR Type Ch ♦aa*a*. ..a..... .a...aaa aa.a.a.a• aY...a. a *"a.*♦I...*** a**..a. ..**a .*aaaa• ***a• .a.u.• •*...a •aaaa aaaa.. 1475.820 1077.131 1.758 1078.889 59.90 16.24 4.10 1082.99 .42 2.39 2.28 2.500 .000 .001 .0 6.440 .0739 .0285 .18 2.17 2.25 1.30 .013 .00 .00 PIPE 1482.260 1077.607 1.838 1079.995 59.90 15.99 3.72 1O83.17 .00 2.39 2.21 2.500 .000 .00 1 .0 3.681 .0738 .0259 .10 1.84 2.06 1.30 .013 .00 .00 PIPE 1485.941 1077.879 1.896 1079.775 59.90 14.99 3.49 1O83.27 .00 2.39 2.14 2.500 .000 .00 1 .0 4.463 .0738 .0238. .11 1.90 1.93 1.30 .013 .00 .00 PIPE 1490.404 1078.208 1.990 1080.199 59.90 14.30 3.17 1083.37 .00 2.39 2.01 2.500 .000 .00 1 .0 3.490 .0738 .0215 .08 1.99 1.75 1.30 .013 .00 .00 PIPE 1993.894 1078.466 2.096 1080.562 59.90 13.63 2.88 1083.45 .00 2.39 1.84 2.500 .000 .00 1 .0 2.534 .0738 .0198 .05 2.10 1.55 1.30 .013 .00 .00 PIPE 1496.428 1078.653 2.221 1080.875 59.90 13.00 2.62 1083.50 .00 2.39 1.57 2.500 .000 .00 1 .0 1.242 .0738 .0188 .02 2.22 1.34 1.30 .013 .00 .00 PIPE 1497.670 1078.745 2.392 1081.137 59.90 12.39 2.38 1083.52 .00 2.39 1.02 2.500 .000 .00 1 .0 JUNCI STR .0376 .0133 .06 2.39 1.00 .013 .00 .00 PIPE 1502.330 1078.920 3.503 1082.423 59.90 8..47 1.12 1083.54 .00 2.50 .00 3.000 .000 .00 1 .0 12.650 .0055 .0081 .10 3.50 .00 3.00. .013 .00 .00 PIPE 1514.980 1078.990 3.535 1082.525 59.90 8.47 1.12, 1083.64 .00 2.50 .00 3.000 .000 .00 1 .0 65.780 .0050 .0081 .53 .00 .00 3.00 1013 .00 .00 PIPE 5 • • • FILE: B3036.WSW W S P G W - CIVILDESIGN Version 14.66 PAGE 5 Program Package Serial Number: 1373 WATER SURFACE PROFILE LISTING Date:11-13-2015 Time:10: 2:15 100-YR WSPG AUDI TEMECULA LINE B ..•noun.u♦u..................apao.upaa.auu.ra.a.... ... ...... Invert Depth Water Q Vel Vel Energy Super Critical Flow Top Height/ Base Wt •No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.El. Elev -Depth Width Dia.-FT or I.D. ZL Pre/Pip Slope .SF Ave HF SE Dpth Proude N Norm Dp "N" X-Fall ZR Type. Ch L/Elem Ch uuu.0 ♦...lope. eau uoo eau....♦ o..a.u.a Ave ua. ..♦ .a....a a..ua.. ..aaaaa. a...... .uuu ao.o. .0 e.o♦ 1580.760 1079.320 3.950 1083.270 59.90 8.47 1.12 1084.39 .00 2.50 .00 3.000 .000 .00 1 .0 310.920 .0050 .0081 2.51 3.95 .00 3.00 _ .013 .00 .00 PIPE 1891.680 1080.870 4.908 1085.778 59.90 8.47 1.12 1086.89 .00 2.50 .00 3.000 .000 .00 1 .0 6.116 .0768 .0081 .05 4.91 .00 1.17 .013 .00 .00 PIPE 1897.796 1O81.340 4.488 1085.827 59.90 8.47 1.12 1086.94 .00 2.50 .00 3:000 .000 .00 1 .0 HYDRAULIC JUMP 1897.796 1081.340 1.378 .1082.718 59.90 18.90 5.55 1088.27 .00 2.50 2.99 3.000 .000 .00 1 .0 9.254 .0768 .0412 .38 _1.38 3.24 1.17 .013 .00 .00 PIPE 1907.050 1082.050 1.419 1083.469 59.90 18.21 5.15 1088.62 ..69 2.50 3.00 3.000 .000 .00 1 .0 9.360 .0759 .0370 .35 2.10 3.06 1.18 .013 .00 .00 PIPE 1916.410 1082.760 1.465 1O84.225 59.90 17.47 4.74 1088.96 .00 2.50 3.00 3.000 .000 .00 1 .0 4.499 .0767 .0339 .15 1.46 2.88. 1.18 .013 .00 .00 PIPE 1920.909 1083.105 1.492 1084.597 59.90 17.06 4.52 1089.12 .00 2.50 3.00. 3.000 .000 .00 1 .0 7.722 .0767 .0309 .24 1.49 2..78 1.18 .013 .00 .00 PIPE I 1 1 1928.630 1083.697 1.549 1085.246 59.90 16.27 4.11 1089.35 .00 2.50 3.00 3.000 .000 .00 1 .0 6.338 .0767 .0272 .17 1.55 2.59 1.18 .013 .00 .00 PIPE I 1 1 1934.968 1084.183 1.609 1085.792 59.90 15.51 3.74 1089.53 .00 2.50 2.99 3.000 .000 .00 1 .0 5.248 .0767 .0240 .13 1.61 2.41 1.18 .013 .00 .00 PIPE 6 • • • FILE: B3036.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 6 Program Package Serial Number: 1373 WATER SURFACE PROFILE LISTING Date:11-13-2015 Time:10: 2:15 100-YR WSPG AUDI TENECULA LINE B •aaaaaaa aaaau aaaaaaa aaaaaa aaa••aa'a•aaa aaa aa♦a aaaaa uaa•uaaa.♦a•aaa uaa♦aaa aaaaaaauuaaauuaaaa aaaaa Invert Depth Water Q Vel VeI Energy Super Critical Flow Top Height/ Base Wt •No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.El. Elev Depth Width Dia.-FT or I.D. ZL Prs/Pip L/Elem Ch Slope SF Ave HF SE Dpth Fronde N No Dp "N" X-Pall ZR Type Ch as uaaaa aaaaaaa• ♦•aa as as a aaaaa auaa as uaaa laauaa aaa♦aaa •aaa aaaaa aaau as aaaaaaa aaau aaa aaaaaaa 1940.216 1084.585 1.673 1086.258 59.90 14.79 3.40 1089.65 .00 2.50 2.98 3.000 .000 .00 1 .0 4.364 .0767 .0212 .09 1.67 2.24 1.18 .013 .00 .00 PIPE 1944.580 1084.920 1.739 1086.659 59.90 14.10 3.09 1089.75 .81 2.50 2.96 3.000 .000 .00 -1 .0 .937 .0767 .0196 .02 2.55 2.07 1_18 -.013 .00 .00 PIPE 1995.516 1084.992 1.755 1086.747 59.90 13.94 3.02 1089.77 .79 2.50 2.96 3.000 .000 .00 1 .0 3.470 .0767 .0182 .06 2.54 2.04 1.18 .013 .00 .00 PIPE 1948.986 1085.258 1.827 3087.085 59.90 13.29 2.74 1O89.83 .71 2.50 2.93 3.000 .000 .00 1 .0 2.868 .0767 .0161 .05 2.54 1.89 1.18 .013 .00 .00 PIPE 1951.854 1085.478 1.902 1087.380 59.90 12.67 2.49 1089.87 .64 2.50 2.89 3.000 .000 .00 1 .0 2.343 .0767 .0143 .03 2.54 1.75 1.18 .013 .00 .00 PIPE 1954.197 1085.658 1.983 1087.641 59.90 12.08 2.27 1089.91 .57 2.50 2.84 3.000 .000 .00 1 .0 1.875 .0767 -.0127 .02 2.55 1.61 1.18 .013 .00 .00 PIPE 1956.072 1O85.802 2.069 1087.870 59.90 11.52 2.06 1089.93 .50 2.50 2.78 3.000 .000 .00 1 .0 1.446 .0767 .0113 .02 2.57 1.48 1.18 .013 .00 .00 PIPE 1957.518 1085.913 2.162 1088.074 59.90 10.99 1.87 1089.95 .45 2.50 2.69 3.000 .000 .00 1 .0 1.044 .0767 .0101 .01 2.61 1.36 1.18 .013 .00 .00 PIPE 1958.562. 1085.993 2.262 1088.255 59.90 10.47 1.70 1089.96 .39 2.50 2.58 3.000 .000 .00 1 .0 .647 .0767 .0091. ,01 2.65 1.24 1.18 .013 .00 .00 PIPE 7 • • • FILE: B3036.WSW W S .P G W - CIVILDESIGN Version 14.06 PAGE 7 Program Package Serial Number: 1373 WATER SURFACE PROFILE LISTING Date:11-13-2015 Time:10: 2:15 100-YR WSPG AUDI TEMECULA LINE B ai uaa.0 u.•�...e..••.•u...•••a•a••••.•a..♦..u�.a..•�....aaaaaaaaaaa•a...•u u•.•u.....•..aa.a.a.uaa.aa.aau e....ea.• •ai...• Invert Depth Water Q Vel Vel Energy Super Critical Flow Top Height/ Base Wt •No Wth- Station Elev (FT) Elev (CS) (FPS) Head Grd.El. Elev Depth Width Dia.-FT or I.D. ZL Pre/Pip L/Elem Ch Slope SF Ave HF SE Dpth Proude N Norm Dp -Fall ZR Type Ch •.au.ua .a.aa ua• •aaaaaa• a.......• ♦..au ua aaaaaaalaaa.u• •.aa.+.aa •aa.aa• aaa a aaa •.�....• •..ua+ a.a.ua aua♦ •u...• 1959.210 1086.042 2.374 1O88.416 59.90 9.99 1.55 1089.96 .33 2.50 2.44 3.000 .000 .00 1 .0 .230 .0767 .0082 .00 2.71 1.12 1.18 .013 .00 .00 PIPE 1959.440 1086.060 2.500 1088.560 59.90 9.52 1.41 1089.97 .30 2.50 2.24 3.000 .000 .00 1 .0 JUNCT STR .0772 :0056 .03 2..80 1.00 .013 .00 .00 PIPE 1964.100 1086.920 3.851 1090.271 38.30 5.42 .96 1090.73 .00 2.01 .00 3.000 .000 .00 1 .0 12.381 .0764 .0033 .04 .00 .00 .93 .013 .00 .00 PIPE 1976.481 1OB7.365 3.000 1090.365 38.30 5.42 .46 1090.82 3.00 2.01 .00 3.000 .000 .00 1 .0 2.679 .0764 .0031 .01 3.00 .00 .93 .013 .00 .00 PIPE 1979.160 1087.570 2.769 1090.339 38.30 5.62 .49 1090.83 .00 2.01 1.60 3.000 .000 .00 1 .0 JUNCT STR .1781 .0023 .01 2.77 .48 .013 .00 .00 PIPE 1985.000 1088.610 2.909 1091.519 9.40 2.99 .14 1091.66 .00 1.10 .00 2.000 .000 .00 1 .0 157.189 .0076 .0017 .27 .00 -.00 .97 .013 .00 .00 PIPE 2142.189 1089.802 2.000 1091.802 9.40 2.99 .14 1091.94 2.00 1.10 .00 2.000 .000 .00 1 .0 15.511 .0076 .0016 .02 2.00 .-00 .97 .013 .00 .00 PIPE 2157.700 1089.920 1.901 1091.821 9.40 3.05 .14 1091.97 .00 1.10 . .87 2.000 .000 _00 1 .0 8 FILE SW W S P GW - CIVILDE ersion 14.06 1 Program Package Serial Number: 13 WATER SURFACE PROFILE LISTING Date:11-13-2015 Time:10: 5:37 100-YR WSPG AUDI TEMECULA LAT B-1 •uaaa�aaaaaaaaaaaau uaaaaaaa uaaaa•••♦•aa aaa uaaaaaaaaaaaaaaaasaauaau uaaaaaaaaaaaaaa uaaa uaaaaaaaeaa�aaaae•aaaaaaa• •uaaaa♦ Invert Depth Water Q vel Ve 1 Energy Super Critical Flow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1.. Elev .Depth Width Dia.-FT or I.D. ZL Pre/Pip L/Elem Ch Slope SF Ave HP' SE Dpth Proude N Norm Dp "N" 7(-Pall ZR Type Ch •aaaaaaa• ♦aaaaaaa• ♦aaaaaa• •aaaaaaa• •iaaaaaa• aaaaaaa)u F Ave •u aHF •u aaa• •aaaaaaa •aaaaaa• aaaaaa• •aaaaaa •aaa• Tape•as 1001.150 1086.780 2.780 1089.560 21.60 6.88 .73 1090.29 .00 1.66 .00 2.000 .000 .00 1 A 22.554 .0302 .0091 .21 2.78 .00 1.06 .013 .00 .00 PIPE 1023.704 1087.461 2.305 1089.766 21.60 6.88 .73 1090:50 .00 1.66 .00 2.000 .000 .00 1 .0 HYDRAULIC JUMP 1023.704 1087.461 1.140 1088.601 21.60 11.67 2.12 1090.72 .00 1.66 1.98 2.000 .000 .00 1 .0 11.187 .0302. .0229 .26 1.14 - 2.13 1.06 .013 .00 .00 PIPE 1034.890 1087.799 1.167 1088.965 21.60 11.35 2.00 1090.97 .00 1%66 1.97 2.000 .000 .00 1 .0 ' 14.290 .0302 - .0208 .30 1.17' 2.04 1.06 .013 .00 .00 PIPE 1049.180 1088.230 1.214 1089.444 21.60 10.82 1.82 1091.26 .32 1.66 1.95 2.000 .000 .00- 1 .0 8.228 .0299 .0186 .15 1.53 1.89 1.06 .013 .00 .00 PIPE 1057.398 1088.476 1.253 1089.729 21.60 10.43 1.69 1091.42 .29 1.66 1.93 2.000 .000 .00 1 .0 7.654 .0299 .0167 .13 1.54 1.78 1.06 .013 .00 .00 PIPE 1065.052 1088.704. 1.306 1090.010 21.60 9.94 1.53 1091.54 .26 1.66 1.90 2.000 .000 .00 1 .0 5.538 .0299 .0149 .08 1.57 1.64 1.06 .013 .00 .00 PIPE 1070.590 1088.870 1.362 1090.232 21.60 9.48 1.40 1091.63 .00 1.66 1.86 2.000 .000 .00 1 .0 14.583 .0150 .0138 .20 1.36 1.51 1.33 .013 .00 .00 PIPE 1085.173 1089.089 1.376 1090.465 21.60 9.37 1.36. 1091.83 .00 -1.66 1.85 2.000 .000 .00 1 .0 29.528 .0150 .0129 .38 1.38 1.48 1.33 .013 .00 .00 PIPE Z FILE: SW W S P G W - CIVILDE ersion 14.06 2 Program Package Serial Number: 13 WATER SURFACE PROFILE LISTING Date:11-13-2015 Time:10: 5:37 100-YR WSPG AUDI TEMECULA LAT B-1 ••aaaaaa+aaaaaaa usaa aaaaaaa aaaaaaa•aaaaaaaaaaaaaaaaaaarauaasaaaraa.aaaaaaaaaaaau•aaaaaaaaa♦aaaaaaaaaaaaaaaaaaaaaaa♦ aaaaaa♦ Invert Depth Water 0 Vel Vel Energy Super Critical F1oW Top Height/ Base WC No Wth Station Elev (PT) Elev (CP5) (FPS) Head Grd.El. Elev Depth Width Di,. or I.D. ZL Prs/Pip L/Elem Ch Slope SF Ave HF SE Dpth Froude aN Norm .Dp " " X-Pall ZR Type Ch a•eaaaaa• •aaaaaa• aaaaaaa• ♦aaaaa u• aaaaaaea• •aaaaaalaaaaaaa aaaaa uaa •aa a a• •aaaaa • a ueau aaaa Naa• •aa•aa• •aaaa auaua 1114.701 1089.532 1.438 1090.969 21.60 8.94 1.24 1092.21 .00 1.66 1.80 2.000 .000 .00 1. .0 13.183 .0150 .0115 .15 1.44 1.36 1.33 .013 .00 .00 PIPE 1127.884 1089.729 1.504 1091.234 21.60 8.52 1.13 1092.36 .00 1.66 1.73 2.000 ..000 .00 1 .0 6.214. .0150 .0103 .06 1.50 1.24 1.33 .013 .00 .00 PIPE 1134.098 1089.822 1.578 1091.400 21.60 8.12 1.02 1092.43 .00 1.66 - 1.63 2.000 .000 .00 1 .0 1.842 .0150 .0094 .02 1.58 1.12 1.33 .013 .00 .00 PIPE 1135.940 1089.850 1.662 1091.512 21.60 7.74 .93 1092.44 .00 1:66 1.50 2.000 .000 .00 1 .0 3 • FINAL HYDROLOGY/HYDRAULIC Audi of Temecula TECHNICAL STUDY APPENDIX E WATER QUALITY ANALYSES El: Isohyetal Map E2: Design Volume Curve E3: Santa Margarita Permit Area BMP Design Volume • • R07W R06W R05W R04W R03W R02W R01W R01E R02E R03E R04E R05E T01S i i 0 0.85 MiraLoma /,0'611 ; T 02 S RiversideNorth uN 0'60 0.68 • w,.4 Pigeon Pass - • •• i __- •055 ' - 085�s ----- --- --- _------- -------- -I- - ----------- -------------- ------- /0.54 • 065 RiversideSouth 0.66 075 i 085 OT6oi 0a5 0a0 MorenoEast 0.85 'i°°`° 0.65 .. Beaumont,„ T 03 S , .a 1L, ' ••� } �p.80 •.. • , 0.80 - ' • 0.70 ` PradoDam 0.51 �. -- - - 0:60 0.68 ,5 PerrisReservolr ; - 0.90 ..• Lake 'a a I0.87 `�•• • �; T 04 S 55 07 YfstaGriindeGS 0.95 •7 060 i ____ __- _______ __ _ _ _ _______________ 0.7,0 - 0.8510,80 0.65 �•� SanJacintoNWS . •, e 075 1 0.950. , I T 05 S __ 0. • 0. Idyll wild 0. '0 •;w I O , --- — -- `0: _651 • - -----0. 0 _ _ ' . _1 _ 0:85 • * __ __ ___ ____ ' ' uric 10-W ncVeeB'ster ' ' --- -- 0 • .� Sants Ana River Watershed 0'90'' 0.70 06s 0r70� HurkeyCree T 06 S .• ElsinoreNWS „, I �. : I I 1.11 •• y\ E NsoStation` �.•..• so• � o•o� O• /oa5 � I r.w,. . _ 0. 51 Santa Margarita Watershed -------- - -- ------ ------ w w w a a 070 ® • ..•.� •r' • I 1 0.65 ~• • �.. 1 w r r r n n i 0.77 • WildomaiLaCresstat 0 80 0 52� ® •i� Skin Lake • • �,. • T 07 $ w a a a a r �• 0 85 \0.80 An28 �i'•r s • v v a 0.75 Ot7 - ♦••� • it w v r r r r 0.65 ---- 0:85 -' 0.77 • 0.70 Rain Gage Locations T08S Z. aSantaRosaPlateau 1.00 • TemeculaNWS 080 1 y _N_ RIVERSIDE COUNTY FLOOD CONTROL AND WATER w • •.• CONSERVATION DISTRICT 0.64 t Ag°a"gav�uey Isohyetal Map R,07W RO6W RO5W R04W R03W R02W R01W R01E R02E R03E for the 85th Percentile i 24 hour Storm Event ......... ...._ .� _ July 2011 . • Effective Impervious Factor Caculation Effective Impervious Factor= If x Area / Area DMA 1 Surface Type If Area (SF) If x Area Roof 1.00 7,592.00 7,592.00 Concrete or Asphalt 1.00 19,584.50 19,584.50 Pervious Concrete or Porous Pavers 0.10 3,765.50 376.55 Ornamental Landscaping 0.10 8,550.00 855.00 Natural (A Soil) 0.13 - - Natural (B Soil) 0.15 Natural (C Soil) 0.30 Natural (D Soil) 0.40 Total Area (SF) 39,492.00 28,408.05 Total Area (Acres) 0.91 Effective Impervious Factor= 0.72 DMA 2 Surface Type If Area (SF) If x Area Roof 1.00 8,675.00 8,675.00 Concrete or Asphalt 1.00 22,570.50 22,570.50 . Pervious Concrete or Porous Pavers 0.10 3,004.50 300.45 Ornamental Landscaping 0.10 3,475.00 347.50 Natural (A Soil) 0.13 - Natural (B Soil) 0.15 Natural (C Soil) 0.30 Natural (D Soil) 0.40 Total Area (SF) 37,725.00 31,893.45 Total Area (Acres) 0.87 Effective Impervious Factor= O.85 DMA 3 Surface Type It Area (SF) If Area Roof 1.00 7,623.00 7,623.00 Concrete or Asphalt 1.00 29,380.00 29,380.00 Pervious Concrete or Porous Pavers 0.10 3,240.00 324.00 Ornamental Landscaping 0.10 21,812.00 2,181.20 Natural (A Soil) 0.13 - - Natural (B Soil) 0.15 Natural (C Soil) 0,30 Natural (D Soil) 0.40 Total Area (SF) 62,055.00 39,508.20 . Total Area (Acres) 1.42 Effective Impervious Factor= 0.64 . DMA 4 Surface Type It Area (SF) I,x Area Roof 1.00 10,300.00 10,300.00 Concrete or Asphalt 1.00 20,701.80 20,701.80 Pervious Concrete or Porous Pavers 0.10 3,402.20 340.22 Ornamental Landscaping 0.10 15,729.00 1,572.90 Natural (A Soil) 0.13 - - Natural (B Soil) 0.15 - Natural (C Soil) 0,30 Natural (D Soil) 0.40 - - Total Area (SF) 50,133.00 32,914.92 Total Area (Acres) 1.15 Effective Impervious Factor= 0.66 • • Santa Margarita Watershed Legend: Required Entries BMP Design Volume,Vamp (Rev.03-2012) 1 Calculated Cells (Note this mirkshcel Shull only he used in conjunction eilh BMP designs from the LIU BNIP Design Handbook) Company Name Michael Baker International Date 9/8/2015 Designed by Miguel Gonzalez County/City Case No Company Project Number/Name 143609,Audi of Temecula Drainage Area Number/Name 1 Enter the Area Tributary to this Feature AT= 0.91 acres 85a'Percentile,24-hour Rainfall Depth,from the Isohyetal Map in Handbook Appendix E Site Location Township 7 South Range 3 West Section 22 Enter the 85" Percentile, 24-hour Rainfall Depth Dss= 0.90 Determine the Effective Impervious Fraction Type of post-development surface cover Mixed Surface Types (use pull down menu) Effective Impervious Fraction Ir= 0.72 • Calculate the composite Runoff Coefficient,C for the BMP Tributary Area Use the following equation based on the WEF/ASCE Method C=0.8581f-0.781f+0.7741r+0.04 C= Determine Design Storage Volume,Vgw Calculate Vu,the 85%Unit Storage Volume Vu=DB5 x C V.= (in"acyac Calculate the design storage volume of the BMP, Vl3w. VBW 06= Vu(in-ac/ac)x AT(ac)x 43,560(ft/ac) V,, 12(in/ft) Notes: • • Effective Impervious Fraction Roofs 1.00 Concrete or Asphalt 1.00 Grouted or Gapless Paving Blocks 1.00 Compacted Soil (e.g. unpaved parking) 0.40 Decomposed Granite 0.40 Permeable Paving Blocks w/Sand Filled Gap 0.25 Class 2 Base 0.30 Gravel or Class 2 Permeable Base 0.10 Pervious Concrete/Porous Asphalt 0.10 Open and Porous Pavers 0.10 Turf block 0.10 Ornamental Landscaping 0.10 Natural(A Soil) 0.03 Natural(B Soil) 0.15 Natural (C Soil) 0.30 Natural (D Soil) 0.40 Mixed Surface Types Use this table to determine the effective impervious fraction for the VBMe and QBMe calculation sheets • Santa Margarita Watershed Legend: Required Entries BMP Design Volume,Vaw (Rev.03-2012) 1 Calculated Cells (Note this worksheet shall one he used in conjunction ssith BMP designs from Iho 1,11) BRIP Design Handbook) Company Name Michael Baker International Date 9/8/2015 Designed by Miguel Gonzalez County/City Case No Company Project Number/Name 143609,Audi of Temecula Drainage Area Number/Name 2 Enter the Area Tributary to this Feature AT= 0.87 acres 85th Percentile 24-hour Rainfall Depth,from the Isoh etal Map in Handbook Appendix E Site Location Township 7 South Range 3 West Section 22 Enter the 85'h Percentile, 24-hour Rainfall Depth Des= 0.90 Determine the Effective Impervious Fraction Type of post-development surface cover Mixed Surface Types (use pull down menu) Effective Impervious Fraction Ir= 0.85 • Calculate the composite Runoff Coefficient,C for the BMP Tributary Area Use the following equation based on the WEF/ASCE Method C=0.8581f-0.78If+0.7741r+0.04 C— — Determine Design Storage Volume,VBw Calculate VD,the 85%Unit Storage Volume Vu=Dss x C V.=—(in'acyac Calculate the design storage volume of the BMP, Vamp. VBW(ftm)= V,j(in-ac/ac)x A r(ac)x 43,560 (ft/ac) VBMN— 1,895 ft' 12 (in/ft) Notes: • • Effective Impervious Fraction � - Roofs 1.00 Concrete or Asphalt 1.00 Grouted or Gapless Paving Blocks 1.00 Compacted Soil (e.g. unpaved parking) 0.40 Decomposed Granite 0.40 Permeable Paving Blocks w/Sand Filled Gap 0.25 Class 2 Base 0.30 Gravel or Class 2 Permeable Base 0.10 Pervious Concrete/Porous Asphalt 0.10 Open and Porous Pavers 0.10 Turf block 0.10 Ornamental Landscaping 0.10 Natural (A Soil) 0.03 Natural (B Soil) 0AS Natural(C Soil) 0.30 • Natural(D Soil) 0.40 Mixed Surface Types Use this table to determine the effective impervious fraction for the VBN,p and QB p calculation sheets • • Santa Marearita Watershed Legend: Required Entries BMP Design Volume,VBw (Rev.03-2012) [ Calculated Cells (Note this worksheet shall nnit he used in conjunction kith BMP designs from the 1,11) R)IP Design Handbook) Company Name Michael Baker International Date 9/8/2015 Designed by Miguel Gonzalez County/City Case No Company Project Number/Name 143609,Audi of Temecula Drainage Area Number/Name 3 Enter the Area Tributary to this Feature AT= 1.42 acres 85'b Percentile 24-hour Rainfall Depth,from the Isohyetal Map in Handbook Appendix E Site Location Township 7 South Range 3 West Section 22 Enter the 85`h Percentile, 24-hour Rainfall Depth Ds5= 0.90 Determine the Effective Impervious Fraction Type of post-development surface cover Mixed Swhw Types (use pull down menu) Effective Impervious Fraction Ir= 0.64 • Calculate the composite Runoff Coefficient,C for the BMP Tributary Area Use the following equation based on the WEF/ASCE Method C=0.858I�-0.781f+0.7741r+0.04 C= Determine Design Storage Volume,Vffie Calculate Vu, the 95%Unit Storage Volume Vty=D65 x C V.=—(in*acVac Calculate the design storage volume of the BMP, VBMP. VBW ue)= Vo(in-ac/ac)x AT(ac) x 43,560(Wlac) VBMP— 2,062 W 12 (in/ft) Notes: • • Effective Impervious Fraction Roofs 1.00 Concrete or Asphalt 1.00 Grouted or Gapless Paving Blocks 1.00 Compacted Soil (e.g.unpaved parking) 0.40 Decomposed Granite 0.40 Permeable Paving Blocks w/Sand Filled Gap 0.25 Class 2 Base 0.30 Gravel or Class 2 Permeable Base 0.10 Pervious Concrete/Porous Asphalt 0.10 Open and Porous Pavers 0.10 Turf block 0.10 Ornamental Landscaping 0.10 Natural(A Soil) 0.03 Natural(B Soil) 0.15 Natural(C Soil) 0.30 • Natural(D Soil) 0.40 Mixed Surface Types Use this table to determine the effective impervious fraction for the Vamp and QFM,> calculation sheets • • Santa Marearita Watershed Legend: Required Entries BMP Design Volume,VBhw (Rev.03-2012) Calculated Cells tNole this work sheel shall only,be used in cogiunction with BMP designs from the LIU RN1 P Design Ilandbouk) Company Name Michael Baker International Date 9/8/2015 Designed by Miguel Gonzalez County/City Case No Company Project Number/Name 143609,Audi of Temecula Drainage Area Number/Name 4 Enter the Area Tributary to this Feature AT= 0.91 acres 85'h Percentile,24-hour Rainfall Depth,from the Isphyetal Map in Handbook Appendix E Site Location Township 7 South Range 3 West Section 22 Enter the 851h Percentile, 24-hour Rainfall Depth Des= 1.15 - - Determine the Effective Impervious Fraction Type of post-development surface cover Mixed Sur6a Types (use pull down menu) Effective Impervious Fraction If= 0.66 • Calculate the composite Runoff Coefficient,C for the BMP Tributary Area Use the following equation based on the WEF/ASCE Method C=0.8581f-0.781f+0.7741r+0.04 C= - Determine Design Storage Volume,Vale Calculate Vu,the 85%Unit Storage Volume Vu=Dis x C V.=-(in•acyac Calculate the design storage volume of the BMP, VBw. VBMP 01')= Vt,(in-ac/ac)x AT(ac)x 43,560(ft/ac) VBMP=-ft 12(in/ft) Notes: • iEffective Impervious Fraction Roofs 1.00 Concrete or Asphalt 1.00 Grouted or Gapless Paving Blocks 1.00 Compacted Soil (e.g. unpaved parking) 0.40 Decomposed Granite 0.40 Permeable Paving Blocks w/Sand Filled Gap 0.25 Class 2 Base 0.30 Gravel or Class 2 Permeable Base 0.10 Pervious Concrete/Porous Asphalt 0.10 Open and Porous Pavers 0.10 Turf block 0.10 Ornamental Landscaping 0.10 Natural (A Soil) 0.03 Natural (B Soil) 0.15 Natural (C Soil) 0.30 Natural (D Soil) 0.40 Mixed Surface Types Use this table to determine the effective impervious fraction for the VBmF and QBnnp calculation sheets • FINAL HYDROLOGYIHYDRAULIC Audi of Temecula TECHNICAL STUDY APPENDIX F REFERENCE INFORMATION F1: Data from RCFCD & WCD Manual F2: Hydrologic Soils Data • • RAINFALL INTENSITY-INCHES PER HOUR A MIRA LOMA MURRTETA - TEMECULA NORCO PALM SPRINGS PERRIS VALLEY L RANCHO CALIFORNIA O DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY MINUTES MINUTES MINUTES MINUTES MINUTES 10 100 10 100 10 100 10 100 10 100 { YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR 5 2.81 6.68 5 3.65 5.10 5 2.77 6.16 5 4.23 6.76 5 2.64 3.78 6 2.56 4.07 6 3.12 6.61 6 2.53 3.79 6 3.80 6.08 6 2.11 3.66 7 2.37 3.75 1 2.87 4.26 7 2.31 3.51 7 3.68 S.56 7 2.26 3.21 8 2.21 3.69 8 2.67 3.96 8 2.19 3.29 8 3.22 5.15 8 2.09 3.01 D 9 2.08 3.28 9 2.S0 3.69 9 2.07 3.10 9 3.01 6.81 9 1.98 2.86 v 10 1.96 3.10 10 2.3 10 1.96 2.96 10 2.83 1.52 10 1.68 2.69 D 11 1.87 2.95 11 2.26 3.30 II 1.87 2.60 11 2.67 6.28 11 1.79 2.S7 r 12 1.78 2.82 12 2.13 3.1S 12 1.79 2.66 12 2.54 4.07 12 1.72 2.66 13 1.71 2.70 13 2.06 3.01 13 1.72 2.S8 13 2.13 3.88 13 1.65 2.37 16 1.64 2.60 16 1.96 2.09 16 1.66 2.18 16 2.33 3.72 16 1.59 2.29 15 1.58 2.50 IS 1.89 2.79 IS 1.60 2.10 IS 2.23 3.S8 IS 1.54 2.21 16 1.53 2.62 16 1.82 2.69 16 I.SS 2.32 16 2.15 3.16 16 1.49 2.14 17 1.18 2.34 17 1.76 2.60 17 1.50 2.25 17 2.08 3.32 17 1.15 2.08 1s 1.66 2.27 Is 1.71 2.52 is 1.16 2.19 1s 2.01 3.Z2 18 1.61 2.02 19 1.60 2.21 19 1.66 2.15 19 1.62 2.13 19 1.95 3.12 19 1.37 1.97 20 1.36 2.15 20 1.61 2.38 20 1.39 2.08 20 1.89 3.03 20 1.34 1.92 22 1.29 2.01 22 1.93 2.26 22 1.32 1.98 22 1.79 2.86 22 1.29 1.03 26 1.21 1.95 21 1.66 ?.IS 21 1.26 1.90 26 1.70 2.72 21 1.22 1.75 26 1.18 1.87 Z6 1.39 2.06 26 1.22 1.82 26 1.62 2.60 26 1.18 1.69 28 1.11 1.80 28 1.31 1.98 28 1.17 1.76 28 1.56 2.19 28 1.13 1.63 30 1.10 1.73 30 1.29 1.90 30 1.13 1.70 30 1.69 2.39 30 1.10 I.57 32 1.06 1.67 32 1.21 1.86 32 1.10 1.66 32 1.14 2.30 32 1.06 1.S2 Z 31 1.03 1.62 36 1.20 1.78 31 1.06 1.59 36 1.39 2.22 36 1.03 1.68 36 1.00 1.57 36 1.17 1.72 36 1.03 1.55 36 1.36 2.15 36 1.00 1.16 m 30 .97 1.53 38 1.13 1.67 38 1.01 I.51 30 1.30 2.09 38 .99 1.60 Z 10 .91 1.19 10 1.10 1.62 60 .96 1.67 60 1.27 2.02 40 .95 1.37 ;0 (n (n 15 .89 1.10 AS 1.03 I.S2 65 .92 1.39 15 1.18 1.89 15 .90 1.29 50 .61 1.32 SO .97 1.11 SO .68 1.31 50 1.11 1.78 5o .05 1.22 SS .80 1.26 55 92 1.36 55 .56 1.23 SS 1.0s 1.68 55 .81 1.17 W Z 60 .76 1.20 60 .80 1.20 60 1.00 1.60 60 .78 1.12 65 .73 1.15 65 .81 1.21 65 .77 1.15 65 .95 1.53 65 .75 1.08 r 0 D 70 .70 1.11 70 .81 1.19 70 .76 1.11 70 .91 1.16 70 .72 1.01 D O C 75 .60 1.07 75 .To 1.15 75 .72 1.07 7S .68 1.61 75 .70 1.00 m D x O s0 .65 1.03 s0 .75 1.11 s0 .69 1.01 s0 .95 1.35 so .66 .97 D D as .63 1.00 as .71 1.07 BS .6T 1.01 85 .82 1.31 85 .66 .91 A O SLOPE • .S30 SLOPE • .5SO SLOPE • .500 SLOPE • .580 SLOPE • .190 Z A O_ OI f .r �"'�x C7riJl 1` tf-I a•q 4�. 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Lll/ ` cn ., - �. ri�Y11 uY 11�r ,.. •n�iF+: LEGEND p 1 ' • • • " • a n ' WWUP BOUNOMY • RCFCBWCD HYDROLOGY Hydrologic Soil Group—Westem Riverside Area,California a (143609 Temecula Audi) a 4 R • , 484D:. 4 Iw 494aX) 4 WG 4a4n00 a615W 4B4G00 494)tl0 ti i s t \ * 1ASLLS) R c t lP 31 N d' �' 1! n a'N MIOOa Nuea 48M 484400 4845b 4 C0 , 4taJIXi 3 3 • d pYpSok:S:S�ODIpYeedmAporaat(8Sz11�Ywf. .P N !Imes ■A\ 0 SO lOD 700 300 ry fee 0 250 SOD IOOD ISOD Map VD)acdm:llleb VacaIw Ca oDmdnates:VV 5e4 Edge bm:UIM Zane I1N VA35M t so,N Natural Resources Web Soil Survey 3/2 712 0 1 5 r Conservation Service National Cooperative Soil Survey Page 1 of 4 Hydrologic Soil Group-Westem Riverside Area.California (143609 Temecula Audi) MAP LEGEND MAP INFORMATION Area of Interest(AD0 ■ C The soil surveys that comprise your AOI were mapped at 1:15,800. Area of Interest(AOI) © C/D Warning:Soil Map may not be void at this scab. Solis 13 D Soil Rating Polygons Enlargement of maps beyond the scale of mapping can cause O A p Not rated or not available misunderstanding of the detail of mapping and accuracy of soil line placement.The maps do not show the small areas of contrasting 0 ND Water Features soils that cotid have been shown at a more detailed scale. Streams and Canals L — — — — s TransportationPlease rely on the bar scale on each map sheet for map 0 ReB/D �.�.� Rails measurements. 0 C Interstate Hlgnways Source of Map: Natural Resources Conservation Service Web Soil Survey URL-. hftp.//wcbsoilsurvey.nrea.mda.gov CID US Routes Coordinate System: Web Mercator(EPSG:3857) 0 D Major Roads Maps from the Web Soil Survey are based on the Web Mercator Q Not rated or not available Local Roads projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the Soil Rating Lino Background Albers equal-area conic projection,should be used if more accurate +" A . Aerial Photography calculations of distance or area are required. ^� A/D This product is generated from the USDA-NRCS certified data as of e the version date(s)listed below. 'y B/D Soil Survey Area: Western Riverside Area,California Survey Area Data: Version 7,Sep 17,2014 ei C Sal map units are labeled(as space allows)for map styles 1:50.000 CID orlarger. -' D Date(s)aerial images were photographed: May 3,2010—Jun 19. • Not rated or not available 2010 soil Ratlng Points The orthophoto or other base map on which the soil lines were G A compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting ■ A/D of map unit boundaries may be evident. ■ e ■ am CY)A Natural Resources Web Soil Survey 312 712 01 5 Conservation Service National Cooperative Soil Survey Page 2 of 4 Hydrologic Soil Group—Westem Riverside Area.California 143M Temecula Audi • Hydrologic Soil Group Hydrologic Soil Group—Summary by Map Unit—Western Riverside Area,California(CA679) Map unit symbol Nap unit name Rating Acres In AOI Percent of AOI Cf Chino sM loam,drained. CJD 0.1 0.1% s iflrwegre5 HcC Hanford coarse sandy A 9.3 14.0% loam,2 to 0 percent slopes RmE3 Ramona and Buren C 19.4 30.2% sandy leers,1510 25 pement slopes. severely eroded - RnEB Ramona and Buren C 35.3 55.1% towns.5 to 25 P" slopes,sevard y eroded Totals for Area of Interest 64.0 100.0% • Natural Resources Web Soil Survey 3R72015 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group-Westem Riverside Area,Callfomia 143609 Temecula Audi • Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation,are thoroughly wet,and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups(A, B, C, and D)and three dual classes(AID, B/D,and C/D).The groups are defined as follows: Group A. Soils having a high infiltration rate(low runoff potential)when thoroughly wet. These consist mainly of deep,well drained to excessively drained sands or gravelly sands.These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet These consist chiefly of moderately deep or deep,moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture.These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture.These soils have a slow rate of water transmission. • Group D. Soils having a very slow infiltration rate(high runoff potential)when thoroughly wet.These consist chiefly of clays that have a high shrink well potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface,and soils that are shallow over nearly.Impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group(AID, B/D,or C/D),the first letter is for drained areas and the second is for undrained areas.Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cuto/C None Specked Tie-break Rule: Higher • Natural Resources web Soil Survey 3/172075 Corresrva0on Service National Cooperative Soil Survey Page 4 of 4