PACIFIC CENTER Anaheim, California

Transcription

1 HYDROLOGY REPORT PACIFIC CENTER Anaheim, California Prepared for Hines Company 4000 MacArthur Blvd. Suite 110 Newport Beach, CA Prepared by Fuscoe Engineering, Inc Von Karman, Suite 100 Irvine, California Project Manager: Mark Nero, P.E. Date Prepared: August 2017 Job Number:

2 PACIFIC CENTER Hydrology Report, August 2017 PACIFIC CENTER Hydrology Report August

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4 HYDROLOGY REPORT August 2017 Table of Contents 1.0 INTRODUCTION Geographic Setting Project Description Purpose of This Report References EXISTING TOPOGRAPHIC & HYDROLOGIC CONDITIONS Existing Topography Existing On-site Drainage Pattern and Facilities PROPOSED ON-SITE DRAINAGE FACILITIES HYDROLOGY STUDY Storm Frequency Methodology DESIGN CRITERIA RESULTS AND CONCLUSIONS Conclusions Run-Off Comparison Chart APPENDICES 8 Appendix 1 Site Location Map Appendix 2 10-Year Hydrology Study, Existing Condition Appendix Year Hydrology Study, Existing Condition Appendix Year Hydrology Study, Existing Condition Appendix 3 10-Year Hydrology Study, Proposed Condition Appendix Year Hydrology Study, Proposed Condition Appendix Year Hydrology Study, Proposed Condition Appendix 4 Appendix 5 Appendix 6 Appendix 7 Soils Map Excerpt Hydrology Maps (Existing & Proposed) in pocket FEMA Map Preliminary Analysis of Detention Requirements Pacific Center F:\Projects\1253\002\_Support Files\Reports\Hydrology\Hydrology Report August 2017.docx City of Anaheim, CA

5 HYDROLOGY REPORT August INTRODUCTION 1.1 GEOGRAPHIC SETTING The site, known as Pacific Center, is located in the easterly portion of the City of Anaheim at the southwest corner of La Palma Avenue and Tustin Avenue. It is bounded on the west by Burlington Northern/Santa Fe Railroad and on the south by The Riverside Freeway (Hwy. 91) and is only a few hundred feet north of The Santa Ana River. The site is presently occupied by several businesses, including a furniture store, a hotel, office buildings, a bank and several restaurants. See Project Site Location Map in Appendix PROJECT DESCRIPTION The proposed project consists of 3 sites: Site A, Site B, and Site C. See Project Site Location Map in Appendix 1. Site A and Site B which covers only a portion of Pacific Center, consists of the addition of approximately 400 apartment units, covered parking structures, swimming pools and landscape improvements. Site C consists of reconfiguring and reconstructing the existing retail parking lot and adding a building pad for future building. Existing retail businesses using this parking lot will remain. 1.3 PURPOSE OF THIS REPORT The purpose of this report is to accomplish the following objectives: To determine pre-development and post-developed storm water discharges generated within the project area for determination of design feasibility, detention requirements, constructability and impact on existing facilities. (See Hydrology Studies in Appendix 2 and 3). To demonstrate that the "storm water" and "flood" protection goals as outlined in The Orange County Hydrology Manual can be met. To establish that there are no significant impacts to the surrounding facilities and properties because of this proposed development. To determine site detention requirements, if any, for the project. To provide data for the design of size storm water inlet/outlet and conveyance facilities to support the project. Ponding exhibits, to meet secondary overflow requirements, will be provided on more detailed reports at Precise Grading Plan submittals. Pacific Center 1 City of Anaheim, CA

6 HYDROLOGY REPORT August REFERENCES Orange County Hydrology Manual, 1986 Orange County Local Drainage Manual, 1986 Record Plans, documents and GIS information from the City of Anaheim Record Plans, documents and GIS information from the County of Orange Record Plans and documents from Caltrans City of Anaheim Master Plan of Drainage for North and West Santa Ana River Tributary Areas City of Anaheim Orange County Hydrology Manual Revisions, Deletions, and Additions, August 2005 Pacific Center 2 City of Anaheim, CA

7 HYDROLOGY REPORT August EXISTING TOPOGRAPHIC & HYDROLOGIC CONDITIONS 2.1 EXISTING TOPOGRAPHY The project site is relatively flat with the highest point being at the northwest corner of the site at La Palma Avenue and the railroad. The site generally slopes southwesterly, but there is a small portion thereof that flows north to La Palma Avenue and east to Tustin Avenue. Except for a small underground storm drain (12 to 18 ) along the southern boundary, public and/or underground storm drain facilities are practically non-existent on the site, as the site relies almost solely on surface drainage. The site is almost completely improved with buildings, parking, local streets and drives. 2.2 EXISTING ON-SITE DRAINAGE PATTERN AND FACILITIES Refer to the Hydrology Maps in Appendix 5 for graphical locations of the items described in the following sections. Drainage on the site follows the existing topography of the land, with existing drainage patterns as follows: The general direction of flow of the site is from northeast to southwest where flow is delivered to the corner of the site near the intersection of Highway 91 and the railroad. The runoff from the site is transported almost entirely by surface devices streets, drives, curb and gutters, V gutters, rectangular channels, etc. In addition to the small storm drain mentioned above, there exists near the southwest corner of the site, a double 24 RCP culvert (with headwalls) and a 42 RCP stub from the Highway 91 right-of-way. Portion of the existing retail area flows north to La Palma Avenue and east to Tustin Avenue. Majority of the runoff flows on the surface toward either curb & gutters or parkway culvert which directs the runoff to gutters on La Palma Avenue and Tustin Avenue. See Appendix 4 for Plate A of the Orange County Soil map, showing the hydrological soil type for the project as type A. 3.0 PROPOSED ON-SITE DRAINAGE FACILITIES The developed project matches the historic drainage pattern flow of the existing conditions, with the majority of the runoff heading toward the southwest corner of the site and a small portion (existing retail area) flowing toward either La Palma Avenue or Tustin Avenue. It is anticipated that flow originating on the site and moving on the surface southwesterly will be picked up in improved devices constructed along the west boundary (common with the railroad R/W) and directed to the south toward the existing 42 RCP storm drain pipe. It is also anticipated that two (2) east-to-west underground connector pipes will be constructed to convey flow from and through the new development to the proposed on-grade facilities to be constructed along the west boundary of the site. Pacific Center 3 City of Anaheim, CA

8 HYDROLOGY REPORT August 2017 A large majority of the Storm water runoff from this project will be conveyed and discharged into an existing detention basin at the southwest corner of the site. A small percentage of runoff will occur from the north side of the apartment building on site A. This runoff will be detained via an underground storage area and discharged at a rate not exceeding the existing runoff rate. The preliminary sizing for the storage volume for this project was determined using the small area hydrograph as described in Section J of the Orange County hydrology manual. This estimation is sufficient for watersheds whose time of concentration is less than 25 minutes duration. This project meets the requirements for use of the small area hydrograph as Tc values are on the order of 15 minutes. No record basin calculations are available for the current development. For purposes of this preliminary report a preliminary basin capacity analysis indicates that the current basin is adequately sized for the proposed development. A conservative value for the change in surface elevation during the peak 25-year storm event calculates at less than 6 using only the bottom area of the basin and disregarding the side slopes and extended fingers of the basin. The basin has a storage capacity of approximately 80,000 cubic feet before fully cresting at the culvert inlet. The basin appears to be sized for back to back storms, which is typical for control structures. See the basin capacity calculations at the end of appendix 7. A full depth/discharge analysis will be done for the final hydrology report to be submitted with the precise grading plan documents. When the existing retail parking lot has been re-configured and re-constructed, a portion of the runoff will still surface drain towards La Palma Avenue and Tustin Avenue. The other portion of the retail parking lot will surface flow towards pervious pavement and bioretention planter which will infiltrate into the ground. Pacific Center 4 City of Anaheim, CA

9 HYDROLOGY REPORT August HYDROLOGY STUDY 4.1 STORM FREQUENCY This study is intended to determine "local" discharges for use in the design of drainage pipes and storm runoff control structures. Consistent with the Master Plan of Drainage for North and West Santa Ana River Tributary Areas, a 25-year storm frequency was chosen as the minimum design criteria and piping design. 4.2 METHODOLOGY (HYDROLOGY AND HYDRAULICS) This study utilizes Orange County Hydrology Methodology to calculate the 10-, 25-, and 100-year flowrates for the study area. All three flowrates were used in the street flow hydraulics calculations. Only the 25-year was used to size storm drains, as required by the City of Anaheim Department of Public Works: Storm Drainage Manual for Public and Private Storm Drainage Facilities, August AES software was used to determine storm runoff for 10-, 25-, and 100-year storm events. FlowMaster software will be used to determine preliminary hydraulic calculations to determine if existing size of pipe will have sufficient capacity to collect all the on-site runoff for the proposed conditions. W.S.P.G. Software will be utilized to determine the H.G.L. of the storm drain system. Hydrologic studies are included within Appendices 2 and 3 of this report for the 10-, 25-, and 100-year return frequency storms. Note: Hydrology Maps are in Appendix DESIGN CRITERIA The proposed storm drain system(s) will be designed to be consistent with the goals and guidelines as presented in the Orange County Hydrology and the Orange County Local Drainage Manuals and City of Anaheim Master Plan of Drainage. Storm drain design, including catch basin openings, is based on a 25-year frequency for overflow conditions and each basin has an acceptable overflow path away from the adjacent buildings. Recommended design water surface elevations inside area drains shall be 0.5 below inlet grate elevation when possible. Pipe size may not be decreased downstream without the City s approval. Branching of flow is not allowed. Area drains and appurtenant piping shall be designed in conformance with the Orange County Hydraulics Manual, as amended by City of Anaheim Drainage Manual for Public and Private Drainage Facilities dated August Pacific Center 5 City of Anaheim, CA

10 HYDROLOGY REPORT August RESULTS AND CONCLUSIONS 6.1 CONCLUSIONS The analysis provided in this report provides the following conclusions: Results of peak flows (Q) for each area can be seen on the Existing and Proposed Hydrology Maps (Appendix 5). The proposed site is using similar drainage patterns as existing. Summary of Hydraulics Hydraulic calculations for pipes sizes and catch basin opening sizes will be prepared based on W.S.P.G. software and submitted with the submission of Grading/Drainage Plans. Hydraulics calculations will be based on the 25-year event. Pacific Center 6 City of Anaheim, CA

11 HYDROLOGY REPORT August RUN-OFF COMPARISON CHART Existing Development vs Proposed Development (Based on Q = 25 Year Event) Item Existing Proposed Difference Mitigated Flowrates Area Flowing to La Palma Ave Area Flowing to Tustin Ave Area Flowing to S.W. Corner Area Flowing to Infiltration Total Area of Watershed Q Flowing to La Palma Ave Q Flowing to Tustin Ave Q Flowing to Infiltration Q Flowing to S.W. Corner Total Q of Watershed 3.9 Ac. 3.7 Ac. 0.2 Ac. 1.9 Ac 0.3 Ac 1.6 Ac 21.3 Ac Ac. 1.1 Ac. 0.0 Ac 3.1 Ac Ac 27.1 Ac 27.3 Ac Ac 10.9 cfs 6.9 cfs cfs 6.5 cfs 1.0 cfs 5.5 cfs 0.0 cfs 11.5 cfs cfs 42.2 cfs 48.2 cfs cfs 59.6 cfs 67.6 cfs cfs N/A N/A 42± 60± Ownership of Watershed Area Pacific Center Burlington Northern/Santa Fe Railroad Caltrans/City of Anaheim Carl s Jr. Taco Bell Total: 24.5 Ac. 1.6 Ac. 0.9 Ac 0.2 Ac 0.3 Ac 27.5 Ac. Pacific Center 7 City of Anaheim, CA

12 HYDROLOGY REPORT August APPENDICES Appendix 1 Site Location Map Appendix 2 10-Year Hydrology Study, Existing Condition Appendix Year Hydrology Study, Existing Condition Appendix Year Hydrology Study, Existing Condition Appendix 3 10-Year Hydrology Study, Proposed Condition Appendix Year Hydrology Study, Proposed Condition Appendix Year Hydrology Study, Proposed Condition Appendix 4 Appendix 5 Appendix 6 Appendix 7 Soils Map Excerpt Hydrology Maps (Existing & Proposed) in pocket FEMA Map Preliminary Analysis of Detention Requirements Pacific Center 8 City of Anaheim, CA

13 HYDROLOGY REPORT August 2017 APPENDIX 1 Site Location Map Pacific Center City of Anaheim, CA

14 HYDROLOGY REPORT February 2017 Project Site Location Map Pacific Center City of Anaheim, CA

15 HYDROLOGY REPORT August 2017 APPENDIX 2 10-Year Hydrology Study, Existing Condition Pacific Center City of Anaheim, CA

16 PCEX10 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright Advanced Engineering Software (aes) Ver Release Date: 06/01/2014 License ID 1355 Analysis prepared by: Fuscoe Engineering Von Karman Ave Suite 100 Irvine CA, ************************** DESCRIPTION OF STUDY ************************** * PACIFIC CENTER - ANAHEIM * * EXISTING HYDROLOGY * * 10 YEAR EVENT * ************************************************************************** FILE NAME: PCEX10.DAT TIME/DATE OF STUDY: 10:24 08/01/2017 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *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) === ===== ========= ================= ====== ===== ====== ===== ======= /0.018/ 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) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< Page 1

17 PCEX10 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 2.99 TOTAL AREA(ACRES) = 1.09 PEAK FLOW RATE(CFS) = 2.99 FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.93 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.62 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.70 STREET FLOW TRAVEL TIME(MIN.) = 2.88 Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.85 SUBAREA RUNOFF(CFS) = 1.90 EFFECTIVE AREA(ACRES) = 1.94 AREA-AVERAGED Fm(INCH/HR) = 0.12 Page 2

18 PCEX10 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.30 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 4.37 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.66 DEPTH*VELOCITY(FT*FT/SEC.) = 0.74 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.80 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.58 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.74 STREET FLOW TRAVEL TIME(MIN.) = 2.00 Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.43 SUBAREA RUNOFF(CFS) = 0.85 EFFECTIVE AREA(ACRES) = 2.37 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 2.4 PEAK FLOW RATE(CFS) = 4.79 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.58 DEPTH*VELOCITY(FT*FT/SEC.) = 0.74 LONGEST FLOWPATH FROM NODE TO NODE = FEET. Page 3

19 PCEX10 FLOW PROCESS FROM NODE TO NODE IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 1.04 TOTAL AREA(ACRES) = 0.38 PEAK FLOW RATE(CFS) = 1.04 FLOW PROCESS FROM NODE TO NODE IS CODE = 91 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 1.00 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.84 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.10 AVERAGE FLOW DEPTH(FEET) = 0.25 FLOOD WIDTH(FEET) = "V" GUTTER FLOW TRAVEL TIME(MIN.) = 3.55 Tc(MIN.) = SUBAREA AREA(ACRES) = 0.78 SUBAREA RUNOFF(CFS) = 1.62 EFFECTIVE AREA(ACRES) = 1.16 AREA-AVERAGED Fm(INCH/HR) = 0.22 Page 4

20 PCEX10 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 2.45 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.28 FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.15 DEPTH*VELOCITY(FT*FT/SEC) = 0.32 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.95 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.77 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.66 STREET FLOW TRAVEL TIME(MIN.) = 1.93 Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A SUBAREA AREA(ACRES) = 0.49 SUBAREA RUNOFF(CFS) = 1.01 EFFECTIVE AREA(ACRES) = 1.65 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 1.7 PEAK FLOW RATE(CFS) = 3.23 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.81 DEPTH*VELOCITY(FT*FT/SEC.) = 0.69 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 10 Page 5

21 PCEX10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 2.89 TOTAL AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) = 2.89 FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.99 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.58 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.69 STREET FLOW TRAVEL TIME(MIN.) = 4.89 Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = Page 6

22 PCEX10 COMMERCIAL A SUBAREA AREA(ACRES) = 1.08 SUBAREA RUNOFF(CFS) = 2.19 EFFECTIVE AREA(ACRES) = 2.18 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 4.42 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.62 DEPTH*VELOCITY(FT*FT/SEC.) = 0.73 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.16) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.09) ( 0.09) TOTAL AREA(ACRES) = 3.8 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.59 Tc(MIN.) = EFFECTIVE AREA(ACRES) = 3.76 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.23 TOTAL AREA(ACRES) = 3.8 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 12 >>>>>CLEAR MEMORY BANK # 2 <<<<< Page 7

23 PCEX10 FLOW PROCESS FROM NODE TO NODE IS CODE = 91 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 0.75 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.67 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.60 AVERAGE FLOW DEPTH(FEET) = 0.38 FLOOD WIDTH(FEET) = "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.16 EFFECTIVE AREA(ACRES) = 3.84 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.23 TOTAL AREA(ACRES) = 3.9 PEAK FLOW RATE(CFS) = 7.59 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.38 FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.59 DEPTH*VELOCITY(FT*FT/SEC) = 0.61 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.09) ( 0.09) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.13) LONGEST FLOWPATH FROM NODE TO NODE = FEET. Page 8

24 PCEX10 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.11) ( 0.11) ( 0.11) TOTAL AREA(ACRES) = 6.3 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = EFFECTIVE AREA(ACRES) = 6.21 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.27 TOTAL AREA(ACRES) = 6.3 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 12 >>>>>CLEAR MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.07 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.27 STREET FLOW TRAVEL TIME(MIN.) = 2.57 Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A Page 9

25 PCEX10 SUBAREA AREA(ACRES) = 1.04 SUBAREA RUNOFF(CFS) = 1.88 EFFECTIVE AREA(ACRES) = 7.25 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.25 TOTAL AREA(ACRES) = 7.3 PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 2.07 DEPTH*VELOCITY(FT*FT/SEC.) = 1.25 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 1.74 TOTAL AREA(ACRES) = 0.68 PEAK FLOW RATE(CFS) = 1.74 FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Page 10

26 PCEX10 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.01 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.59 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.54 STREET FLOW TRAVEL TIME(MIN.) = 2.72 Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 0.55 EFFECTIVE AREA(ACRES) = 0.93 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = 2.04 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.59 DEPTH*VELOCITY(FT*FT/SEC.) = 0.54 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 4.35 Page 11

27 PCEX10 TOTAL AREA(ACRES) = 1.73 PEAK FLOW RATE(CFS) = 4.35 FLOW PROCESS FROM NODE TO NODE IS CODE = 91 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 0.75 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.71 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.85 AVERAGE FLOW DEPTH(FEET) = 0.32 FLOOD WIDTH(FEET) = "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.40 Tc(MIN.) = SUBAREA AREA(ACRES) = 1.17 SUBAREA RUNOFF(CFS) = 2.71 EFFECTIVE AREA(ACRES) = 2.90 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = 6.73 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.34 FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.92 DEPTH*VELOCITY(FT*FT/SEC) = 0.65 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) LONGEST FLOWPATH FROM NODE TO NODE = FEET. Page 12

28 PCEX10 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) ( 0.04) TOTAL AREA(ACRES) = 3.8 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.68 Tc(MIN.) = EFFECTIVE AREA(ACRES) = 3.74 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.8 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 12 >>>>>CLEAR MEMORY BANK # 3 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 91 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 0.50 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.00 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.29 AVERAGE FLOW DEPTH(FEET) = 0.35 FLOOD WIDTH(FEET) = "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 0.64 EFFECTIVE AREA(ACRES) = 4.02 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.1 PEAK FLOW RATE(CFS) = 9.15 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.36 FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 2.28 DEPTH*VELOCITY(FT*FT/SEC) = 0.81 LONGEST FLOWPATH FROM NODE TO NODE = FEET. Page 13

29 PCEX10 FLOW PROCESS FROM NODE TO NODE IS CODE = 91 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 0.50 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.85 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.91 AVERAGE FLOW DEPTH(FEET) = 0.40 FLOOD WIDTH(FEET) = "V" GUTTER FLOW TRAVEL TIME(MIN.) = 2.87 Tc(MIN.) = SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.39 EFFECTIVE AREA(ACRES) = 4.72 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.8 PEAK FLOW RATE(CFS) = 9.40 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.39 FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.90 DEPTH*VELOCITY(FT*FT/SEC) = 0.74 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 91 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 0.50 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = Page 14

30 PCEX10 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.64 AVERAGE FLOW DEPTH(FEET) = 0.43 FLOOD WIDTH(FEET) = "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.73 Tc(MIN.) = SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.04 EFFECTIVE AREA(ACRES) = 5.82 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.9 PEAK FLOW RATE(CFS) = END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.44 FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.64 DEPTH*VELOCITY(FT*FT/SEC) = 0.72 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A SUBAREA AREA(ACRES) = 0.33 SUBAREA RUNOFF(CFS) = 0.61 EFFECTIVE AREA(ACRES) = 6.15 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 6.2 PEAK FLOW RATE(CFS) = FLOW PROCESS FROM NODE TO NODE IS CODE = 91 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 1.00 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.78 AVERAGE FLOW DEPTH(FEET) = 0.44 FLOOD WIDTH(FEET) = Page 15

31 PCEX10 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 2.07 Tc(MIN.) = SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.86 EFFECTIVE AREA(ACRES) = 6.65 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 6.7 PEAK FLOW RATE(CFS) = END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.44 FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.77 DEPTH*VELOCITY(FT*FT/SEC) = 0.77 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) ( 0.04) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.10) ( 0.10) ( 0.10) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.07) ( 0.07) ( 0.07) ( 0.07) ( 0.07) TOTAL AREA(ACRES) = 14.1 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = EFFECTIVE AREA(ACRES) = AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 14.1 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 12 >>>>>CLEAR MEMORY BANK # 1 <<<<< Page 16

32 PCEX10 FLOW PROCESS FROM NODE TO NODE IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL FLOW THRU SUBAREA(CFS) = FLOW VELOCITY(FEET/SEC) = 3.60 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.24 EFFECTIVE AREA(ACRES) = AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 14.2 PEAK FLOW RATE(CFS) = NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A SUBAREA AREA(ACRES) = 1.25 SUBAREA RUNOFF(CFS) = 2.18 EFFECTIVE AREA(ACRES) = AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 15.5 PEAK FLOW RATE(CFS) = Page 17

33 PCEX10 FLOW PROCESS FROM NODE TO NODE IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL FLOW THRU SUBAREA(CFS) = FLOW VELOCITY(FEET/SEC) = 2.24 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.52 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.42 EFFECTIVE AREA(ACRES) = AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 15.8 PEAK FLOW RATE(CFS) = NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE TO NODE IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A Page 18

34 PCEX10 SUBAREA RUNOFF(CFS) = 2.27 TOTAL AREA(ACRES) = 0.84 PEAK FLOW RATE(CFS) = 2.27 FLOW PROCESS FROM NODE TO NODE IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.64 GIVEN PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.27 PIPE TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 8.82 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = 8.82 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A SUBAREA AREA(ACRES) = 1.28 SUBAREA RUNOFF(CFS) = 3.33 EFFECTIVE AREA(ACRES) = 2.12 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.1 PEAK FLOW RATE(CFS) = 5.52 FLOW PROCESS FROM NODE TO NODE IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 7.03 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.52 PIPE TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 9.60 LONGEST FLOWPATH FROM NODE TO NODE = FEET. Page 19

35 PCEX10 FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = 9.60 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A SUBAREA AREA(ACRES) = 1.63 SUBAREA RUNOFF(CFS) = 4.04 EFFECTIVE AREA(ACRES) = 3.75 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.8 PEAK FLOW RATE(CFS) = 9.29 FLOW PROCESS FROM NODE TO NODE IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.29 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 9.65 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = 9.65 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A SUBAREA AREA(ACRES) = 0.49 SUBAREA RUNOFF(CFS) = 1.21 EFFECTIVE AREA(ACRES) = 4.24 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.2 PEAK FLOW RATE(CFS) = Page 20

36 PCEX10 FLOW PROCESS FROM NODE TO NODE IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL FLOW THRU SUBAREA(CFS) = FLOW VELOCITY(FEET/SEC) = 1.79 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.49 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A SUBAREA AREA(ACRES) = 0.31 SUBAREA RUNOFF(CFS) = 0.70 EFFECTIVE AREA(ACRES) = 4.55 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.5 PEAK FLOW RATE(CFS) = NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.38 EFFECTIVE AREA(ACRES) = 4.74 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.13 TOTAL AREA(ACRES) = 4.7 PEAK FLOW RATE(CFS) = FLOW PROCESS FROM NODE TO NODE IS CODE = 52 Page 21

37 PCEX10 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL FLOW THRU SUBAREA(CFS) = FLOW VELOCITY(FEET/SEC) = 1.88 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.25 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.29 SUBAREA RUNOFF(CFS) = 0.51 EFFECTIVE AREA(ACRES) = 5.03 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 5.0 PEAK FLOW RATE(CFS) = NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.07) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.08) ( 0.08) ( 0.08) ( 0.08) ( 0.08) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER Page 22

38 PCEX10 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.08) ( 0.08) ( 0.08) ( 0.07) ( 0.07) ( 0.07) TOTAL AREA(ACRES) = 20.8 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = EFFECTIVE AREA(ACRES) = AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 20.8 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 24.0 INCH PIPE IS 13.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.24 GIVEN PIPE DIAMETER(INCH) = NUMBER OF PIPES = 2 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.53 SUBAREA RUNOFF(CFS) = 0.78 EFFECTIVE AREA(ACRES) = AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.21 TOTAL AREA(ACRES) = 21.3 PEAK FLOW RATE(CFS) = NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE TO NODE IS CODE = 21 Page 23

39 PCEX10 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) PUBLIC PARK A COMMERCIAL A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 1.72 TOTAL AREA(ACRES) = 0.66 PEAK FLOW RATE(CFS) = 1.72 FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.99 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.33 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.01 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.63 STREET FLOW TRAVEL TIME(MIN.) = 1.24 Tc(MIN.) = 8.92 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = PUBLIC PARK A COMMERCIAL A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = Page 24

40 PCEX10 SUBAREA AREA(ACRES) = 0.22 SUBAREA RUNOFF(CFS) = 0.54 EFFECTIVE AREA(ACRES) = 0.88 AREA-AVERAGED Fm(INCH/HR) = 0.26 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.65 TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = 2.10 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.58 FLOW VELOCITY(FEET/SEC.) = 2.03 DEPTH*VELOCITY(FT*FT/SEC.) = 0.64 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.27 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.45 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.57 STREET FLOW TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 9.95 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.35 EFFECTIVE AREA(ACRES) = 1.04 AREA-AVERAGED Fm(INCH/HR) = 0.27 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.68 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 2.31 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.46 DEPTH*VELOCITY(FT*FT/SEC.) = 0.58 LONGEST FLOWPATH FROM NODE TO NODE = FEET. Page 25

41 PCEX10 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 1.65 TOTAL AREA(ACRES) = 0.64 PEAK FLOW RATE(CFS) = 1.65 FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.23 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.71 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.59 STREET FLOW TRAVEL TIME(MIN.) = 2.64 Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A Page 26

42 PCEX10 SUBAREA AREA(ACRES) = 0.52 SUBAREA RUNOFF(CFS) = 1.16 EFFECTIVE AREA(ACRES) = 1.16 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 2.58 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.76 DEPTH*VELOCITY(FT*FT/SEC.) = 0.63 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 2.00 TOTAL AREA(ACRES) = 0.79 PEAK FLOW RATE(CFS) = 2.00 FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = 9.22 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A SUBAREA AREA(ACRES) = 0.44 SUBAREA RUNOFF(CFS) = 1.12 EFFECTIVE AREA(ACRES) = 1.23 AREA-AVERAGED Fm(INCH/HR) = 0.04 Page 27

43 PCEX10 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 3.12 FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) ( 0.04) TOTAL AREA(ACRES) = 2.4 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.46 Tc(MIN.) = EFFECTIVE AREA(ACRES) = 2.15 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.4 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = Page 28

44 PCEX10 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.59 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.91 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.88 STREET FLOW TRAVEL TIME(MIN.) = 0.87 Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.24 EFFECTIVE AREA(ACRES) = 2.25 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.5 PEAK FLOW RATE(CFS) = 5.46 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.91 DEPTH*VELOCITY(FT*FT/SEC.) = 0.87 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 1.25 TOTAL AREA(ACRES) = 0.39 PEAK FLOW RATE(CFS) = 1.25 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< Page 29

45 PCEX10 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 1.53 TOTAL AREA(ACRES) = 0.52 PEAK FLOW RATE(CFS) = 1.53 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 3.19 TOTAL AREA(ACRES) = 1.06 PEAK FLOW RATE(CFS) = 3.19 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A Page 30

46 PCEX10 SUBAREA RUNOFF(CFS) = 0.88 TOTAL AREA(ACRES) = 0.27 PEAK FLOW RATE(CFS) = 0.88 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.3 TC(MIN.) = 6.03 EFFECTIVE AREA(ACRES) = 0.27 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = PEAK FLOW RATE(CFS) = 0.88 END OF RATIONAL METHOD ANALYSIS Page 31

47 HYDROLOGY REPORT August 2017 APPENDIX Year Hydrology Study, Existing Condition Pacific Center City of Anaheim, CA

48 PCEX25 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright Advanced Engineering Software (aes) Ver Release Date: 06/01/2014 License ID 1355 Analysis prepared by: Fuscoe Engineering Von Karman Ave Suite 100 Irvine CA, ************************** DESCRIPTION OF STUDY ************************** * PACIFIC CENTER - ANAHEIM * * EXISTING HYDROLOGY * * 25 YEAR VEVENT * ************************************************************************** FILE NAME: PCEX25.DAT TIME/DATE OF STUDY: 11:58 08/01/2017 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *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) === ===== ========= ================= ====== ===== ====== ===== ======= /0.018/ 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) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< Page 1

49 PCEX25 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 3.58 TOTAL AREA(ACRES) = 1.09 PEAK FLOW RATE(CFS) = 3.58 FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.73 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.69 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.77 STREET FLOW TRAVEL TIME(MIN.) = 2.75 Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.85 SUBAREA RUNOFF(CFS) = 2.30 EFFECTIVE AREA(ACRES) = 1.94 AREA-AVERAGED Fm(INCH/HR) = 0.12 Page 2

50 PCEX25 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.30 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 5.30 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.75 DEPTH*VELOCITY(FT*FT/SEC.) = 0.82 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.82 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.66 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.82 STREET FLOW TRAVEL TIME(MIN.) = 1.91 Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.43 SUBAREA RUNOFF(CFS) = 1.04 EFFECTIVE AREA(ACRES) = 2.37 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 2.4 PEAK FLOW RATE(CFS) = 5.84 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.65 DEPTH*VELOCITY(FT*FT/SEC.) = 0.82 LONGEST FLOWPATH FROM NODE TO NODE = FEET. Page 3

51 PCEX25 FLOW PROCESS FROM NODE TO NODE IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 1.25 TOTAL AREA(ACRES) = 0.38 PEAK FLOW RATE(CFS) = 1.25 FLOW PROCESS FROM NODE TO NODE IS CODE = 91 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 1.00 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.23 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.14 AVERAGE FLOW DEPTH(FEET) = 0.27 FLOOD WIDTH(FEET) = "V" GUTTER FLOW TRAVEL TIME(MIN.) = 3.42 Tc(MIN.) = SUBAREA AREA(ACRES) = 0.78 SUBAREA RUNOFF(CFS) = 1.99 EFFECTIVE AREA(ACRES) = 1.16 AREA-AVERAGED Fm(INCH/HR) = 0.22 Page 4

52 PCEX25 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 2.99 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.30 FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.21 DEPTH*VELOCITY(FT*FT/SEC) = 0.36 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.60 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.86 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.74 STREET FLOW TRAVEL TIME(MIN.) = 1.84 Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A SUBAREA AREA(ACRES) = 0.49 SUBAREA RUNOFF(CFS) = 1.23 EFFECTIVE AREA(ACRES) = 1.65 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 1.7 PEAK FLOW RATE(CFS) = 3.95 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.91 DEPTH*VELOCITY(FT*FT/SEC.) = 0.77 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 10 Page 5

53 PCEX25 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 3.46 TOTAL AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) = 3.46 FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.79 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.65 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.76 STREET FLOW TRAVEL TIME(MIN.) = 4.69 Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = Page 6

54 PCEX25 COMMERCIAL A SUBAREA AREA(ACRES) = 1.08 SUBAREA RUNOFF(CFS) = 2.65 EFFECTIVE AREA(ACRES) = 2.18 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 5.35 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.71 DEPTH*VELOCITY(FT*FT/SEC.) = 0.81 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.16) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.09) ( 0.09) TOTAL AREA(ACRES) = 3.8 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.22 Tc(MIN.) = EFFECTIVE AREA(ACRES) = 3.76 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.23 TOTAL AREA(ACRES) = 3.8 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 12 >>>>>CLEAR MEMORY BANK # 2 <<<<< Page 7

55 PCEX25 FLOW PROCESS FROM NODE TO NODE IS CODE = 91 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 0.75 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.32 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.67 AVERAGE FLOW DEPTH(FEET) = 0.41 FLOOD WIDTH(FEET) = "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.19 EFFECTIVE AREA(ACRES) = 3.84 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.23 TOTAL AREA(ACRES) = 3.9 PEAK FLOW RATE(CFS) = 9.22 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.41 FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.66 DEPTH*VELOCITY(FT*FT/SEC) = 0.68 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.09) ( 0.09) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.13) LONGEST FLOWPATH FROM NODE TO NODE = FEET. Page 8

56 PCEX25 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.11) ( 0.11) ( 0.11) TOTAL AREA(ACRES) = 6.3 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = EFFECTIVE AREA(ACRES) = 6.21 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.28 TOTAL AREA(ACRES) = 6.3 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 12 >>>>>CLEAR MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.14 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.38 STREET FLOW TRAVEL TIME(MIN.) = 2.50 Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A Page 9

57 PCEX25 SUBAREA AREA(ACRES) = 1.04 SUBAREA RUNOFF(CFS) = 2.29 EFFECTIVE AREA(ACRES) = 7.25 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.25 TOTAL AREA(ACRES) = 7.3 PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 2.13 DEPTH*VELOCITY(FT*FT/SEC.) = 1.37 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 2.08 TOTAL AREA(ACRES) = 0.68 PEAK FLOW RATE(CFS) = 2.08 FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Page 10

58 PCEX25 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.41 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.66 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.59 STREET FLOW TRAVEL TIME(MIN.) = 2.61 Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 0.66 EFFECTIVE AREA(ACRES) = 0.93 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = 2.46 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.66 DEPTH*VELOCITY(FT*FT/SEC.) = 0.60 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 5.21 Page 11

59 PCEX25 TOTAL AREA(ACRES) = 1.73 PEAK FLOW RATE(CFS) = 5.21 FLOW PROCESS FROM NODE TO NODE IS CODE = 91 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 0.75 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.84 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.92 AVERAGE FLOW DEPTH(FEET) = 0.34 FLOOD WIDTH(FEET) = "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.35 Tc(MIN.) = SUBAREA AREA(ACRES) = 1.17 SUBAREA RUNOFF(CFS) = 3.26 EFFECTIVE AREA(ACRES) = 2.90 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = 8.08 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.36 FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.99 DEPTH*VELOCITY(FT*FT/SEC) = 0.71 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) LONGEST FLOWPATH FROM NODE TO NODE = FEET. Page 12

60 PCEX25 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) ( 0.04) TOTAL AREA(ACRES) = 3.8 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = EFFECTIVE AREA(ACRES) = 3.75 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.8 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 12 >>>>>CLEAR MEMORY BANK # 3 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 91 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 0.50 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.36 AVERAGE FLOW DEPTH(FEET) = 0.38 FLOOD WIDTH(FEET) = "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 0.77 EFFECTIVE AREA(ACRES) = 4.03 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.1 PEAK FLOW RATE(CFS) = END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.38 FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 2.38 DEPTH*VELOCITY(FT*FT/SEC) = 0.90 LONGEST FLOWPATH FROM NODE TO NODE = FEET. Page 13

61 PCEX25 FLOW PROCESS FROM NODE TO NODE IS CODE = 91 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 0.50 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.99 AVERAGE FLOW DEPTH(FEET) = 0.42 FLOOD WIDTH(FEET) = "V" GUTTER FLOW TRAVEL TIME(MIN.) = 2.76 Tc(MIN.) = SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.68 EFFECTIVE AREA(ACRES) = 4.73 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.8 PEAK FLOW RATE(CFS) = END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.42 FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.96 DEPTH*VELOCITY(FT*FT/SEC) = 0.82 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 91 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 0.50 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = Page 14

62 PCEX25 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.70 AVERAGE FLOW DEPTH(FEET) = 0.46 FLOOD WIDTH(FEET) = "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.67 Tc(MIN.) = SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.48 EFFECTIVE AREA(ACRES) = 5.83 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.9 PEAK FLOW RATE(CFS) = END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.47 FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.71 DEPTH*VELOCITY(FT*FT/SEC) = 0.80 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A SUBAREA AREA(ACRES) = 0.33 SUBAREA RUNOFF(CFS) = 0.74 EFFECTIVE AREA(ACRES) = 6.16 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 6.2 PEAK FLOW RATE(CFS) = FLOW PROCESS FROM NODE TO NODE IS CODE = 91 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 1.00 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.86 AVERAGE FLOW DEPTH(FEET) = 0.47 FLOOD WIDTH(FEET) = Page 15

63 PCEX25 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.97 Tc(MIN.) = SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.05 EFFECTIVE AREA(ACRES) = 6.66 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 6.7 PEAK FLOW RATE(CFS) = END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.47 FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.84 DEPTH*VELOCITY(FT*FT/SEC) = 0.86 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) ( 0.04) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.10) ( 0.10) ( 0.10) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.07) ( 0.07) ( 0.07) ( 0.07) ( 0.07) TOTAL AREA(ACRES) = 14.1 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = EFFECTIVE AREA(ACRES) = AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 14.1 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 12 >>>>>CLEAR MEMORY BANK # 1 <<<<< Page 16

64 PCEX25 FLOW PROCESS FROM NODE TO NODE IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL FLOW THRU SUBAREA(CFS) = FLOW VELOCITY(FEET/SEC) = 3.80 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.30 EFFECTIVE AREA(ACRES) = AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 14.2 PEAK FLOW RATE(CFS) = NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A SUBAREA AREA(ACRES) = 1.25 SUBAREA RUNOFF(CFS) = 2.65 EFFECTIVE AREA(ACRES) = AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 15.5 PEAK FLOW RATE(CFS) = Page 17

65 PCEX25 FLOW PROCESS FROM NODE TO NODE IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL FLOW THRU SUBAREA(CFS) = FLOW VELOCITY(FEET/SEC) = 2.37 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.44 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.53 EFFECTIVE AREA(ACRES) = AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 15.8 PEAK FLOW RATE(CFS) = NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE TO NODE IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A Page 18

66 PCEX25 SUBAREA RUNOFF(CFS) = 2.72 TOTAL AREA(ACRES) = 0.84 PEAK FLOW RATE(CFS) = 2.72 FLOW PROCESS FROM NODE TO NODE IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 3.46 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.72 PIPE TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 8.85 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = 8.85 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A SUBAREA AREA(ACRES) = 1.28 SUBAREA RUNOFF(CFS) = 3.98 EFFECTIVE AREA(ACRES) = 2.12 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.1 PEAK FLOW RATE(CFS) = 6.59 FLOW PROCESS FROM NODE TO NODE IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 8.38 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.59 PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 9.51 Page 19

67 PCEX25 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = 9.51 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A SUBAREA AREA(ACRES) = 1.63 SUBAREA RUNOFF(CFS) = 4.86 EFFECTIVE AREA(ACRES) = 3.75 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.8 PEAK FLOW RATE(CFS) = FLOW PROCESS FROM NODE TO NODE IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 9.54 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = 9.54 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A SUBAREA AREA(ACRES) = 0.49 SUBAREA RUNOFF(CFS) = 1.46 EFFECTIVE AREA(ACRES) = 4.24 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.2 PEAK FLOW RATE(CFS) = Page 20

68 PCEX25 FLOW PROCESS FROM NODE TO NODE IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL FLOW THRU SUBAREA(CFS) = FLOW VELOCITY(FEET/SEC) = 1.88 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.42 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A SUBAREA AREA(ACRES) = 0.31 SUBAREA RUNOFF(CFS) = 0.85 EFFECTIVE AREA(ACRES) = 4.55 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.5 PEAK FLOW RATE(CFS) = NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.47 EFFECTIVE AREA(ACRES) = 4.74 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.13 TOTAL AREA(ACRES) = 4.7 PEAK FLOW RATE(CFS) = FLOW PROCESS FROM NODE TO NODE IS CODE = 52 Page 21

69 PCEX25 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL FLOW THRU SUBAREA(CFS) = FLOW VELOCITY(FEET/SEC) = 1.98 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.15 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.29 SUBAREA RUNOFF(CFS) = 0.64 EFFECTIVE AREA(ACRES) = 5.03 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 5.0 PEAK FLOW RATE(CFS) = NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.07) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.08) ( 0.08) ( 0.08) ( 0.08) ( 0.08) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** PEAK FLOW RATE TABLE ** Page 22

70 PCEX25 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.08) ( 0.08) ( 0.08) ( 0.07) ( 0.07) ( 0.07) TOTAL AREA(ACRES) = 20.8 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = EFFECTIVE AREA(ACRES) = AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 20.8 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.64 GIVEN PIPE DIAMETER(INCH) = NUMBER OF PIPES = 2 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.53 SUBAREA RUNOFF(CFS) = 0.98 EFFECTIVE AREA(ACRES) = AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.21 TOTAL AREA(ACRES) = 21.3 PEAK FLOW RATE(CFS) = NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE TO NODE IS CODE = 21 Page 23

71 PCEX25 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) PUBLIC PARK A COMMERCIAL A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 2.08 TOTAL AREA(ACRES) = 0.66 PEAK FLOW RATE(CFS) = 2.08 FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.41 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.09 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.69 STREET FLOW TRAVEL TIME(MIN.) = 1.19 Tc(MIN.) = 8.87 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = PUBLIC PARK A COMMERCIAL A Page 24

72 PCEX25 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.22 SUBAREA RUNOFF(CFS) = 0.65 EFFECTIVE AREA(ACRES) = 0.88 AREA-AVERAGED Fm(INCH/HR) = 0.26 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.65 TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = 2.56 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 2.13 DEPTH*VELOCITY(FT*FT/SEC.) = 0.71 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.53 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.63 STREET FLOW TRAVEL TIME(MIN.) = 0.98 Tc(MIN.) = 9.85 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.42 EFFECTIVE AREA(ACRES) = 1.04 AREA-AVERAGED Fm(INCH/HR) = 0.27 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.68 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 2.82 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.53 DEPTH*VELOCITY(FT*FT/SEC.) = 0.64 LONGEST FLOWPATH FROM NODE TO NODE = FEET. Page 25

73 PCEX25 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 1.98 TOTAL AREA(ACRES) = 0.64 PEAK FLOW RATE(CFS) = 1.98 FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.67 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.77 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.64 STREET FLOW TRAVEL TIME(MIN.) = 2.54 Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A Page 26

74 PCEX25 SUBAREA AREA(ACRES) = 0.52 SUBAREA RUNOFF(CFS) = 1.39 EFFECTIVE AREA(ACRES) = 1.16 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 3.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.83 DEPTH*VELOCITY(FT*FT/SEC.) = 0.69 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 2.40 TOTAL AREA(ACRES) = 0.79 PEAK FLOW RATE(CFS) = 2.40 FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = 9.22 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A SUBAREA AREA(ACRES) = 0.44 SUBAREA RUNOFF(CFS) = 1.34 Page 27

75 PCEX25 EFFECTIVE AREA(ACRES) = 1.23 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 3.73 FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) ( 0.04) TOTAL AREA(ACRES) = 2.4 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.56 Tc(MIN.) = EFFECTIVE AREA(ACRES) = 2.16 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.4 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Page 28

76 PCEX25 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.71 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.01 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.97 STREET FLOW TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.29 EFFECTIVE AREA(ACRES) = 2.26 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.5 PEAK FLOW RATE(CFS) = 6.56 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.99 DEPTH*VELOCITY(FT*FT/SEC.) = 0.96 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 1.49 TOTAL AREA(ACRES) = 0.39 PEAK FLOW RATE(CFS) = 1.49 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< Page 29

77 PCEX25 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 1.82 TOTAL AREA(ACRES) = 0.52 PEAK FLOW RATE(CFS) = 1.82 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 3.81 TOTAL AREA(ACRES) = 1.06 PEAK FLOW RATE(CFS) = 3.81 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A Page 30

78 PCEX25 SUBAREA RUNOFF(CFS) = 1.04 TOTAL AREA(ACRES) = 0.27 PEAK FLOW RATE(CFS) = 1.04 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.3 TC(MIN.) = 6.03 EFFECTIVE AREA(ACRES) = 0.27 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = PEAK FLOW RATE(CFS) = 1.04 END OF RATIONAL METHOD ANALYSIS Page 31

79 HYDROLOGY REPORT August 2017 APPENDIX Year Hydrology Study, Existing Condition Pacific Center City of Anaheim, CA

80 PCEX100 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright Advanced Engineering Software (aes) Ver Release Date: 06/01/2014 License ID 1355 Analysis prepared by: Fuscoe Engineering Von Karman Ave Suite 100 Irvine CA, ************************** DESCRIPTION OF STUDY ************************** * PACIFIC CENTER - ANAHEIM * * EXISTING HYDROLOGY * * 100 YEAR EVENT * ************************************************************************** FILE NAME: PCEX100.DAT TIME/DATE OF STUDY: 13:42 08/01/2017 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *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) === ===== ========= ================= ====== ===== ====== ===== ======= /0.018/ 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) *PIPE MAY BE SIZED TO HAVE A FLOW CAPACITY LESS THAN UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< Page 1

81 PCEX100 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): Tc (MIN.) COMMERCIAL A PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 4.60 TOTAL AREA(ACRES) = 1.09 PEAK FLOW RATE(CFS) = 4.60 FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.10 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.80 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.88 STREET FLOW TRAVEL TIME(MIN.) = 2.59 Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): COMMERCIAL A PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.85 SUBAREA RUNOFF(CFS) = 3.00 EFFECTIVE AREA(ACRES) = 1.94 AREA-AVERAGED Fm(INCH/HR) = 0.12 Page 2

82 PCEX100 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.30 TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 6.89 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.86 DEPTH*VELOCITY(FT*FT/SEC.) = 0.94 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.57 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.75 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.94 STREET FLOW TRAVEL TIME(MIN.) = 1.81 Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): COMMERCIAL A PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.43 SUBAREA RUNOFF(CFS) = 1.36 EFFECTIVE AREA(ACRES) = 2.37 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 2.4 PEAK FLOW RATE(CFS) = 7.63 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.76 DEPTH*VELOCITY(FT*FT/SEC.) = 0.94 LONGEST FLOWPATH FROM NODE TO NODE = FEET. Page 3

83 PCEX100 FLOW PROCESS FROM NODE TO NODE IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): Tc (MIN.) COMMERCIAL A PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 1.61 TOTAL AREA(ACRES) = 0.38 PEAK FLOW RATE(CFS) = 1.61 FLOW PROCESS FROM NODE TO NODE IS CODE = 91 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 1.00 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): COMMERCIAL A PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.90 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.21 AVERAGE FLOW DEPTH(FEET) = 0.29 FLOOD WIDTH(FEET) = "V" GUTTER FLOW TRAVEL TIME(MIN.) = 3.25 Tc(MIN.) = SUBAREA AREA(ACRES) = 0.78 SUBAREA RUNOFF(CFS) = 2.61 EFFECTIVE AREA(ACRES) = 1.16 AREA-AVERAGED Fm(INCH/HR) = 0.22 Page 4

84 PCEX100 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 3.91 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.32 FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.27 DEPTH*VELOCITY(FT*FT/SEC) = 0.41 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.71 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.98 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.85 STREET FLOW TRAVEL TIME(MIN.) = 1.73 Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): COMMERCIAL A SUBAREA AREA(ACRES) = 0.49 SUBAREA RUNOFF(CFS) = 1.59 EFFECTIVE AREA(ACRES) = 1.65 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 1.7 PEAK FLOW RATE(CFS) = 5.17 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 2.02 DEPTH*VELOCITY(FT*FT/SEC.) = 0.89 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 10 Page 5

85 PCEX100 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 4.43 TOTAL AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) = 4.43 FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.15 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.76 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.87 STREET FLOW TRAVEL TIME(MIN.) = 4.40 Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): Page 6

86 PCEX100 COMMERCIAL A SUBAREA AREA(ACRES) = 1.08 SUBAREA RUNOFF(CFS) = 3.43 EFFECTIVE AREA(ACRES) = 2.18 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 6.92 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.81 DEPTH*VELOCITY(FT*FT/SEC.) = 0.93 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.16) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.09) ( 0.09) TOTAL AREA(ACRES) = 3.8 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = EFFECTIVE AREA(ACRES) = 3.75 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.23 TOTAL AREA(ACRES) = 3.8 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 12 >>>>>CLEAR MEMORY BANK # 2 <<<<< Page 7

87 PCEX100 FLOW PROCESS FROM NODE TO NODE IS CODE = 91 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 0.75 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): COMMERCIAL A TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.77 AVERAGE FLOW DEPTH(FEET) = 0.45 FLOOD WIDTH(FEET) = "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.25 EFFECTIVE AREA(ACRES) = 3.83 AREA-AVERAGED Fm(INCH/HR) = 0.09 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.23 TOTAL AREA(ACRES) = 3.9 PEAK FLOW RATE(CFS) = NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.44 FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.76 DEPTH*VELOCITY(FT*FT/SEC) = 0.78 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.09) ( 0.09) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.13) LONGEST FLOWPATH FROM NODE TO NODE = FEET. Page 8

88 PCEX100 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.11) ( 0.11) ( 0.11) TOTAL AREA(ACRES) = 6.3 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = EFFECTIVE AREA(ACRES) = 6.20 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.28 TOTAL AREA(ACRES) = 6.3 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 12 >>>>>CLEAR MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.70 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.24 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.56 STREET FLOW TRAVEL TIME(MIN.) = 2.38 Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): COMMERCIAL A Page 9

89 PCEX100 SUBAREA AREA(ACRES) = 1.04 SUBAREA RUNOFF(CFS) = 2.97 EFFECTIVE AREA(ACRES) = 7.24 AREA-AVERAGED Fm(INCH/HR) = 0.10 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.25 TOTAL AREA(ACRES) = 7.3 PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.69 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 2.23 DEPTH*VELOCITY(FT*FT/SEC.) = 1.54 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 2.66 TOTAL AREA(ACRES) = 0.68 PEAK FLOW RATE(CFS) = 2.66 FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Page 10

90 PCEX100 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.08 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.75 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.67 STREET FLOW TRAVEL TIME(MIN.) = 2.47 Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): COMMERCIAL A SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 0.85 EFFECTIVE AREA(ACRES) = 0.93 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = 3.16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.76 DEPTH*VELOCITY(FT*FT/SEC.) = 0.68 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 6.66 Page 11

91 PCEX100 TOTAL AREA(ACRES) = 1.73 PEAK FLOW RATE(CFS) = 6.66 FLOW PROCESS FROM NODE TO NODE IS CODE = 91 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 0.75 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): COMMERCIAL A TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.76 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.03 AVERAGE FLOW DEPTH(FEET) = 0.37 FLOOD WIDTH(FEET) = "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.27 Tc(MIN.) = SUBAREA AREA(ACRES) = 1.17 SUBAREA RUNOFF(CFS) = 4.19 EFFECTIVE AREA(ACRES) = 2.90 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.39 FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 2.10 DEPTH*VELOCITY(FT*FT/SEC) = 0.82 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) LONGEST FLOWPATH FROM NODE TO NODE = FEET. Page 12

92 PCEX100 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) ( 0.04) TOTAL AREA(ACRES) = 3.8 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = EFFECTIVE AREA(ACRES) = 3.75 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.8 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 12 >>>>>CLEAR MEMORY BANK # 3 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 91 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 0.50 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): COMMERCIAL A TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.51 AVERAGE FLOW DEPTH(FEET) = 0.41 FLOOD WIDTH(FEET) = "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 0.98 EFFECTIVE AREA(ACRES) = 4.03 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.1 PEAK FLOW RATE(CFS) = END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.41 FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 2.51 DEPTH*VELOCITY(FT*FT/SEC) = 1.03 LONGEST FLOWPATH FROM NODE TO NODE = FEET. Page 13

93 PCEX100 FLOW PROCESS FROM NODE TO NODE IS CODE = 91 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 0.50 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): COMMERCIAL A TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.10 AVERAGE FLOW DEPTH(FEET) = 0.46 FLOOD WIDTH(FEET) = "V" GUTTER FLOW TRAVEL TIME(MIN.) = 2.61 Tc(MIN.) = SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.17 EFFECTIVE AREA(ACRES) = 4.73 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.8 PEAK FLOW RATE(CFS) = END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.45 FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 2.09 DEPTH*VELOCITY(FT*FT/SEC) = 0.94 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 91 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 0.50 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): COMMERCIAL A TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = Page 14

94 PCEX100 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.81 AVERAGE FLOW DEPTH(FEET) = 0.50 FLOOD WIDTH(FEET) = "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.56 Tc(MIN.) = SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 3.21 EFFECTIVE AREA(ACRES) = 5.83 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.9 PEAK FLOW RATE(CFS) = ==>>ERROR:FLOW EXCEEDS CAPACITY OF CHANNEL WITH NORMAL DEPTH EQUAL TO SPECIFIED MAXIMUM ALLOWABLE DEPTH. AS AN APPROXIMATION, TRAVEL TIME CALCULATIONS ARE BASED ON FLOW DEPTH EQUAL TO THE SPECIFIED MAXIMUM ALLOWABLE DEPTH. END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.50 FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.89 DEPTH*VELOCITY(FT*FT/SEC) = 0.95 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): COMMERCIAL A SUBAREA AREA(ACRES) = 0.33 SUBAREA RUNOFF(CFS) = 0.96 EFFECTIVE AREA(ACRES) = 6.16 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 6.2 PEAK FLOW RATE(CFS) = FLOW PROCESS FROM NODE TO NODE IS CODE = 91 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 1.00 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): Page 15

95 PCEX100 COMMERCIAL A TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.98 AVERAGE FLOW DEPTH(FEET) = 0.51 FLOOD WIDTH(FEET) = "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.86 Tc(MIN.) = SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.36 EFFECTIVE AREA(ACRES) = 6.66 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 6.7 PEAK FLOW RATE(CFS) = END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.51 FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.96 DEPTH*VELOCITY(FT*FT/SEC) = 0.99 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) ( 0.04) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.10) ( 0.10) ( 0.10) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.07) ( 0.07) ( 0.07) ( 0.07) ( 0.07) TOTAL AREA(ACRES) = 14.1 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = EFFECTIVE AREA(ACRES) = AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 14.1 Page 16

96 PCEX100 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 12 >>>>>CLEAR MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL FLOW THRU SUBAREA(CFS) = FLOW VELOCITY(FEET/SEC) = 4.09 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.40 EFFECTIVE AREA(ACRES) = AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 14.2 PEAK FLOW RATE(CFS) = NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): COMMERCIAL A Page 17

97 PCEX100 SUBAREA AREA(ACRES) = 1.25 SUBAREA RUNOFF(CFS) = 3.44 EFFECTIVE AREA(ACRES) = AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 15.5 PEAK FLOW RATE(CFS) = FLOW PROCESS FROM NODE TO NODE IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL FLOW THRU SUBAREA(CFS) = FLOW VELOCITY(FEET/SEC) = 2.55 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.34 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.71 EFFECTIVE AREA(ACRES) = AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 15.8 PEAK FLOW RATE(CFS) = NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE TO NODE IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 Page 18

98 PCEX100 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 3.48 TOTAL AREA(ACRES) = 0.84 PEAK FLOW RATE(CFS) = 3.48 FLOW PROCESS FROM NODE TO NODE IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 4.43 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.48 PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 8.72 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = 8.72 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): COMMERCIAL A SUBAREA AREA(ACRES) = 1.28 SUBAREA RUNOFF(CFS) = 5.14 EFFECTIVE AREA(ACRES) = 2.12 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.1 PEAK FLOW RATE(CFS) = 8.51 FLOW PROCESS FROM NODE TO NODE IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = Page 19

99 PCEX100 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.51 PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 9.23 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = 9.23 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): COMMERCIAL A SUBAREA AREA(ACRES) = 1.63 SUBAREA RUNOFF(CFS) = 6.33 EFFECTIVE AREA(ACRES) = 3.75 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.8 PEAK FLOW RATE(CFS) = FLOW PROCESS FROM NODE TO NODE IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 9.25 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = 9.25 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): COMMERCIAL A Page 20

100 PCEX100 SUBAREA AREA(ACRES) = 0.49 SUBAREA RUNOFF(CFS) = 1.90 EFFECTIVE AREA(ACRES) = 4.24 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.2 PEAK FLOW RATE(CFS) = FLOW PROCESS FROM NODE TO NODE IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL FLOW THRU SUBAREA(CFS) = FLOW VELOCITY(FEET/SEC) = 2.01 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.33 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): COMMERCIAL A SUBAREA AREA(ACRES) = 0.31 SUBAREA RUNOFF(CFS) = 1.11 EFFECTIVE AREA(ACRES) = 4.55 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.5 PEAK FLOW RATE(CFS) = NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.63 Page 21

101 PCEX100 EFFECTIVE AREA(ACRES) = 4.74 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.13 TOTAL AREA(ACRES) = 4.7 PEAK FLOW RATE(CFS) = FLOW PROCESS FROM NODE TO NODE IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL FLOW THRU SUBAREA(CFS) = FLOW VELOCITY(FEET/SEC) = 2.12 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.00 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.29 SUBAREA RUNOFF(CFS) = 0.86 EFFECTIVE AREA(ACRES) = 5.03 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 5.0 PEAK FLOW RATE(CFS) = NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.07) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.08) ( 0.08) Page 22

102 PCEX ( 0.08) ( 0.08) ( 0.08) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.08) ( 0.08) ( 0.08) ( 0.07) ( 0.07) ( 0.07) TOTAL AREA(ACRES) = 20.8 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = EFFECTIVE AREA(ACRES) = AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 20.8 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 8.75 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = NUMBER OF PIPES = 2 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.53 SUBAREA RUNOFF(CFS) = 1.32 Page 23

103 PCEX100 EFFECTIVE AREA(ACRES) = AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.21 TOTAL AREA(ACRES) = 21.3 PEAK FLOW RATE(CFS) = NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): Tc (MIN.) PUBLIC PARK A COMMERCIAL A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 2.71 TOTAL AREA(ACRES) = 0.66 PEAK FLOW RATE(CFS) = 2.71 FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.13 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.24 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.79 STREET FLOW TRAVEL TIME(MIN.) = 1.11 Tc(MIN.) = 8.79 Page 24

104 PCEX100 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): PUBLIC PARK A COMMERCIAL A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.22 SUBAREA RUNOFF(CFS) = 0.85 EFFECTIVE AREA(ACRES) = 0.88 AREA-AVERAGED Fm(INCH/HR) = 0.26 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.65 TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = 3.34 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 2.27 DEPTH*VELOCITY(FT*FT/SEC.) = 0.81 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.62 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.62 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.72 STREET FLOW TRAVEL TIME(MIN.) = 0.93 Tc(MIN.) = 9.71 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.56 EFFECTIVE AREA(ACRES) = 1.04 AREA-AVERAGED Fm(INCH/HR) = 0.27 Page 25

105 PCEX100 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.68 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 3.70 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.63 DEPTH*VELOCITY(FT*FT/SEC.) = 0.73 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 2.53 TOTAL AREA(ACRES) = 0.64 PEAK FLOW RATE(CFS) = 2.53 FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.43 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.88 Page 26

106 PCEX100 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.73 STREET FLOW TRAVEL TIME(MIN.) = 2.39 Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): COMMERCIAL A SUBAREA AREA(ACRES) = 0.52 SUBAREA RUNOFF(CFS) = 1.79 EFFECTIVE AREA(ACRES) = 1.16 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 4.00 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.94 DEPTH*VELOCITY(FT*FT/SEC.) = 0.79 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 3.07 TOTAL AREA(ACRES) = 0.79 PEAK FLOW RATE(CFS) = 3.07 FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = 9.22 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = Page 27

107 PCEX100 SUBAREA LOSS RATE DATA(AMC III): COMMERCIAL A SUBAREA AREA(ACRES) = 0.44 SUBAREA RUNOFF(CFS) = 1.71 EFFECTIVE AREA(ACRES) = 1.23 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 4.78 FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) ( 0.04) TOTAL AREA(ACRES) = 2.4 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.45 Tc(MIN.) = EFFECTIVE AREA(ACRES) = 2.17 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.4 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = Page 28

108 PCEX100 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.63 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.13 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.11 STREET FLOW TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): COMMERCIAL A SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.37 EFFECTIVE AREA(ACRES) = 2.27 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.5 PEAK FLOW RATE(CFS) = 8.45 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 2.11 DEPTH*VELOCITY(FT*FT/SEC.) = 1.10 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 1.91 Page 29

109 PCEX100 TOTAL AREA(ACRES) = 0.39 PEAK FLOW RATE(CFS) = 1.91 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 2.34 TOTAL AREA(ACRES) = 0.52 PEAK FLOW RATE(CFS) = 2.34 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 4.89 TOTAL AREA(ACRES) = 1.06 PEAK FLOW RATE(CFS) = 4.89 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Page 30

110 PCEX100 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 1.34 TOTAL AREA(ACRES) = 0.27 PEAK FLOW RATE(CFS) = 1.34 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.3 TC(MIN.) = 6.03 EFFECTIVE AREA(ACRES) = 0.27 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = PEAK FLOW RATE(CFS) = 1.34 END OF RATIONAL METHOD ANALYSIS Page 31

111 HYDROLOGY REPORT August 2017 APPENDIX 3 10-Year Hydrology Study, Proposed Condition Pacific Center City of Anaheim, CA

112 PCPD10 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright Advanced Engineering Software (aes) Ver Release Date: 06/01/2014 License ID 1355 Analysis prepared by: Fuscoe Engineering Von Karman Ave Suite 100 Irvine CA, ************************** DESCRIPTION OF STUDY ************************** * PACIFIC CENTER - ANAHEIM * * PROPOSED DEVELOPMENT HYDROLOGY * * 10 YEAR EVENT * ************************************************************************** FILE NAME: PCPD10.DAT TIME/DATE OF STUDY: 11:33 07/31/2017 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *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) === ===== ========= ================= ====== ===== ====== ===== ======= /0.018/ GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 5.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< Page 1

113 PCPD10 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) APARTMENTS A PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 2.86 TOTAL AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) = 2.86 FLOW PROCESS FROM NODE TO NODE IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) APARTMENTS A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 1.62 TOTAL AREA(ACRES) = 0.58 PEAK FLOW RATE(CFS) = 1.62 FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = 7.61 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = Page 2

114 PCPD10 APARTMENTS A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.37 SUBAREA RUNOFF(CFS) = 1.04 EFFECTIVE AREA(ACRES) = 0.95 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = 2.66 FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.96 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.20 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.76 STREET FLOW TRAVEL TIME(MIN.) = 1.14 Tc(MIN.) = 8.75 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = APARTMENTS A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.23 SUBAREA RUNOFF(CFS) = 0.59 EFFECTIVE AREA(ACRES) = 1.18 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 3.04 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 2.21 DEPTH*VELOCITY(FT*FT/SEC.) = 0.77 LONGEST FLOWPATH FROM NODE TO NODE = FEET. Page 3

115 PCPD10 FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.06 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.56 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.66 STREET FLOW TRAVEL TIME(MIN.) = 0.96 Tc(MIN.) = 9.71 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.02 EFFECTIVE AREA(ACRES) = 1.19 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 3.04 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.55 DEPTH*VELOCITY(FT*FT/SEC.) = 0.66 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.08) Page 4

116 PCPD10 LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.13) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.11) ( 0.10) TOTAL AREA(ACRES) = 2.3 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.72 Tc(MIN.) = EFFECTIVE AREA(ACRES) = 2.13 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.26 TOTAL AREA(ACRES) = 2.3 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 12 >>>>>CLEAR MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) APARTMENTS A PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 3.40 TOTAL AREA(ACRES) = 1.24 PEAK FLOW RATE(CFS) = 3.40 FLOW PROCESS FROM NODE TO NODE IS CODE = 56 Page 5

117 PCPD10 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = GIVEN CHANNEL BASE(FEET) = 4.00 CHANNEL FREEBOARD(FEET) = 1.0 "Z" FACTOR = MANNING'S FACTOR = *ESTIMATED CHANNEL HEIGHT(FEET) = 1.35 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.86 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.79 AVERAGE FLOW DEPTH(FEET) = 0.35 TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = 8.44 SUBAREA AREA(ACRES) = 0.36 SUBAREA RUNOFF(CFS) = 0.92 EFFECTIVE AREA(ACRES) = 1.60 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 4.10 GIVEN CHANNEL BASE(FEET) = 4.00 CHANNEL FREEBOARD(FEET) = 1.0 "Z" FACTOR = MANNING'S FACTOR = *ESTIMATED CHANNEL HEIGHT(FEET) = 1.36 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.36 FLOW VELOCITY(FEET/SEC.) = 2.83 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) Page 6

118 PCPD10 COMMERCIAL A SUBAREA RUNOFF(CFS) = 4.52 TOTAL AREA(ACRES) = 1.66 PEAK FLOW RATE(CFS) = 4.52 FLOW PROCESS FROM NODE TO NODE IS CODE = 91 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 1.00 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.67 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.90 AVERAGE FLOW DEPTH(FEET) = 0.34 FLOOD WIDTH(FEET) = "V" GUTTER FLOW TRAVEL TIME(MIN.) = 3.16 Tc(MIN.) = SUBAREA AREA(ACRES) = 1.91 SUBAREA RUNOFF(CFS) = 4.30 EFFECTIVE AREA(ACRES) = 3.57 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.6 PEAK FLOW RATE(CFS) = 8.03 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.36 FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.97 DEPTH*VELOCITY(FT*FT/SEC) = 0.71 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER Page 7

119 PCPD10 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.16) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.09) ( 0.08) TOTAL AREA(ACRES) = 5.2 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = EFFECTIVE AREA(ACRES) = 5.17 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.22 TOTAL AREA(ACRES) = 5.2 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = 1.00 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.51 AVERAGE FLOW DEPTH(FEET) = 0.52 TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.16 EFFECTIVE AREA(ACRES) = 5.25 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 5.2 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.52 FLOW VELOCITY(FEET/SEC.) = 5.51 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< Page 8

120 PCPD10 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 1.72 TOTAL AREA(ACRES) = 0.69 PEAK FLOW RATE(CFS) = 1.72 FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.14 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.46 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.52 STREET FLOW TRAVEL TIME(MIN.) = 3.41 Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A Page 9

121 PCPD10 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.83 EFFECTIVE AREA(ACRES) = 1.09 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 2.27 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.49 DEPTH*VELOCITY(FT*FT/SEC.) = 0.54 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 4.33 TOTAL AREA(ACRES) = 1.72 PEAK FLOW RATE(CFS) = 4.33 FLOW PROCESS FROM NODE TO NODE IS CODE = 91 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 0.50 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = Page 10

122 PCPD10 COMMERCIAL A TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.66 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.82 AVERAGE FLOW DEPTH(FEET) = 0.32 FLOOD WIDTH(FEET) = "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.46 Tc(MIN.) = SUBAREA AREA(ACRES) = 1.15 SUBAREA RUNOFF(CFS) = 2.66 EFFECTIVE AREA(ACRES) = 2.87 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = 6.63 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.34 FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.88 DEPTH*VELOCITY(FT*FT/SEC) = 0.64 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) ( 0.04) TOTAL AREA(ACRES) = 4.0 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.74 Tc(MIN.) = EFFECTIVE AREA(ACRES) = 3.78 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.0 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 91 Page 11

123 PCPD10 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 0.50 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.20 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.29 AVERAGE FLOW DEPTH(FEET) = 0.36 FLOOD WIDTH(FEET) = "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.91 EFFECTIVE AREA(ACRES) = 4.18 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.4 PEAK FLOW RATE(CFS) = 9.48 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.36 FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 2.31 DEPTH*VELOCITY(FT*FT/SEC) = 0.83 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.48 PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< Page 12

124 PCPD10 ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) ( 0.04) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.09) ( 0.08) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.07) ( 0.06) ( 0.06) ( 0.06) TOTAL AREA(ACRES) = 9.6 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = EFFECTIVE AREA(ACRES) = 9.34 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 9.6 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL BASE(FEET) = 7.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = 1.50 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = APARTMENTS A PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.57 AVERAGE FLOW DEPTH(FEET) = 0.75 TRAVEL TIME(MIN.) = 0.91 Tc(MIN.) = SUBAREA AREA(ACRES) = 3.07 SUBAREA RUNOFF(CFS) = 6.36 Page 13

125 PCPD10 EFFECTIVE AREA(ACRES) = AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 12.7 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.80 FLOW VELOCITY(FEET/SEC.) = 4.67 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL BASE(FEET) = 7.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = 1.00 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.09 AVERAGE FLOW DEPTH(FEET) = 0.74 TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.27 EFFECTIVE AREA(ACRES) = AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 12.8 PEAK FLOW RATE(CFS) = NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.73 FLOW VELOCITY(FEET/SEC.) = 5.10 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A SUBAREA AREA(ACRES) = 1.53 SUBAREA RUNOFF(CFS) = 3.19 Page 14

126 PCPD10 EFFECTIVE AREA(ACRES) = AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 14.4 PEAK FLOW RATE(CFS) = FLOW PROCESS FROM NODE TO NODE IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL FLOW THRU SUBAREA(CFS) = FLOW VELOCITY(FEET/SEC) = 2.32 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.47 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.29 SUBAREA RUNOFF(CFS) = 0.49 EFFECTIVE AREA(ACRES) = AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 14.6 PEAK FLOW RATE(CFS) = NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE TO NODE 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.) = RAINFALL INTENSITY(INCH/HR) = 2.22 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.20 EFFECTIVE STREAM AREA(ACRES) = TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = Page 15

127 PCPD10 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 2.38 TOTAL AREA(ACRES) = 0.88 PEAK FLOW RATE(CFS) = 2.38 FLOW PROCESS FROM NODE TO NODE IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.65 GIVEN PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.38 PIPE TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 8.82 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = 8.82 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A SUBAREA AREA(ACRES) = 1.21 SUBAREA RUNOFF(CFS) = 3.15 EFFECTIVE AREA(ACRES) = 2.09 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.1 PEAK FLOW RATE(CFS) = 5.44 Page 16

128 PCPD10 FLOW PROCESS FROM NODE TO NODE IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 6.93 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.44 PIPE TRAVEL TIME(MIN.) = 0.79 Tc(MIN.) = 9.61 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = 9.61 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A SUBAREA AREA(ACRES) = 1.63 SUBAREA RUNOFF(CFS) = 4.04 EFFECTIVE AREA(ACRES) = 3.72 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.7 PEAK FLOW RATE(CFS) = 9.21 FLOW PROCESS FROM NODE TO NODE IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.21 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 9.66 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 Page 17

129 PCPD10 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = 9.66 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A SUBAREA AREA(ACRES) = 0.51 SUBAREA RUNOFF(CFS) = 1.26 EFFECTIVE AREA(ACRES) = 4.23 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.2 PEAK FLOW RATE(CFS) = FLOW PROCESS FROM NODE TO NODE IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL FLOW THRU SUBAREA(CFS) = FLOW VELOCITY(FEET/SEC) = 1.79 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.49 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.18 SUBAREA RUNOFF(CFS) = 0.36 EFFECTIVE AREA(ACRES) = 4.41 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.13 TOTAL AREA(ACRES) = 4.4 PEAK FLOW RATE(CFS) = NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = Page 18

130 PCPD10 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A SUBAREA AREA(ACRES) = 0.31 SUBAREA RUNOFF(CFS) = 0.70 EFFECTIVE AREA(ACRES) = 4.72 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.13 TOTAL AREA(ACRES) = 4.7 PEAK FLOW RATE(CFS) = FLOW PROCESS FROM NODE TO NODE IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL FLOW THRU SUBAREA(CFS) = FLOW VELOCITY(FEET/SEC) = 1.88 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.26 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.53 EFFECTIVE AREA(ACRES) = 5.02 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 5.0 PEAK FLOW RATE(CFS) = NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE TO NODE 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.) = Page 19

131 PCPD10 RAINFALL INTENSITY(INCH/HR) = 2.31 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.17 EFFECTIVE STREAM AREA(ACRES) = 5.02 TOTAL STREAM AREA(ACRES) = 5.02 PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.08) ( 0.08) ( 0.08) ( 0.08) ( 0.07) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.08) ( 0.08) ( 0.08) ( 0.08) ( 0.08) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = EFFECTIVE AREA(ACRES) = AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 19.7 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.52 GIVEN PIPE DIAMETER(INCH) = NUMBER OF PIPES = 2 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 Page 20

132 PCPD10 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.51 SUBAREA RUNOFF(CFS) = 0.90 EFFECTIVE AREA(ACRES) = AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.21 TOTAL AREA(ACRES) = 20.2 PEAK FLOW RATE(CFS) = NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 1.78 TOTAL AREA(ACRES) = 0.69 PEAK FLOW RATE(CFS) = 1.78 FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Page 21

133 PCPD10 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.22 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.67 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.58 STREET FLOW TRAVEL TIME(MIN.) = 2.00 Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A SUBAREA AREA(ACRES) = 0.38 SUBAREA RUNOFF(CFS) = 0.87 EFFECTIVE AREA(ACRES) = 1.07 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 2.46 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.71 DEPTH*VELOCITY(FT*FT/SEC.) = 0.61 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.78 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.71 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.63 Page 22

134 PCPD10 STREET FLOW TRAVEL TIME(MIN.) = 1.71 Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.63 EFFECTIVE AREA(ACRES) = 1.37 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 2.89 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.73 DEPTH*VELOCITY(FT*FT/SEC.) = 0.65 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 1.81 TOTAL AREA(ACRES) = 0.64 PEAK FLOW RATE(CFS) = 1.81 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc Page 23

135 PCPD10 (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 1.45 TOTAL AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) = 1.45 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 3.53 TOTAL AREA(ACRES) = 1.12 PEAK FLOW RATE(CFS) = 3.53 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 2.86 TOTAL AREA(ACRES) = 0.87 PEAK FLOW RATE(CFS) = 2.86 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 24

136 PCPD10 >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 10 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 0.88 TOTAL AREA(ACRES) = 0.27 PEAK FLOW RATE(CFS) = 0.88 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.3 TC(MIN.) = 6.03 EFFECTIVE AREA(ACRES) = 0.27 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = PEAK FLOW RATE(CFS) = 0.88 END OF RATIONAL METHOD ANALYSIS Page 25

137 HYDROLOGY REPORT August 2017 APPENDIX Year Hydrology Study, Proposed Condition Pacific Center City of Anaheim, CA

138 PCPD25 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright Advanced Engineering Software (aes) Ver Release Date: 06/01/2014 License ID 1355 Analysis prepared by: Fuscoe Engineering Von Karman Ave Suite 100 Irvine CA, ************************** DESCRIPTION OF STUDY ************************** * PACIFIC CENTER - ANAHEIM * * PROPOSED HYDROLOGY * * 25 YEAR EVENT * ************************************************************************** FILE NAME: PCPD25.DAT TIME/DATE OF STUDY: 13:37 07/31/2017 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *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) === ===== ========= ================= ====== ===== ====== ===== ======= /0.018/ GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 5.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< Page 1

139 PCPD25 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) APARTMENTS A PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 3.43 TOTAL AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) = 3.43 FLOW PROCESS FROM NODE TO NODE IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) APARTMENTS A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 1.94 TOTAL AREA(ACRES) = 0.58 PEAK FLOW RATE(CFS) = 1.94 FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = 7.61 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = Page 2

140 PCPD25 APARTMENTS A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.37 SUBAREA RUNOFF(CFS) = 1.24 EFFECTIVE AREA(ACRES) = 0.95 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = 3.18 FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.54 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.29 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.84 STREET FLOW TRAVEL TIME(MIN.) = 1.09 Tc(MIN.) = 8.71 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = APARTMENTS A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.23 SUBAREA RUNOFF(CFS) = 0.71 EFFECTIVE AREA(ACRES) = 1.18 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 3.66 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 2.32 DEPTH*VELOCITY(FT*FT/SEC.) = 0.85 LONGEST FLOWPATH FROM NODE TO NODE = FEET. Page 3

141 PCPD25 FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.67 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.63 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.73 STREET FLOW TRAVEL TIME(MIN.) = 0.92 Tc(MIN.) = 9.63 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.03 EFFECTIVE AREA(ACRES) = 1.19 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 3.66 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.62 DEPTH*VELOCITY(FT*FT/SEC.) = 0.72 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.08) Page 4

142 PCPD25 LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.13) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.11) ( 0.10) TOTAL AREA(ACRES) = 2.3 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.89 Tc(MIN.) = EFFECTIVE AREA(ACRES) = 2.14 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.26 TOTAL AREA(ACRES) = 2.3 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 12 >>>>>CLEAR MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) APARTMENTS A PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 4.09 TOTAL AREA(ACRES) = 1.24 PEAK FLOW RATE(CFS) = 4.09 FLOW PROCESS FROM NODE TO NODE IS CODE = 56 Page 5

143 PCPD25 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = GIVEN CHANNEL BASE(FEET) = 4.00 CHANNEL FREEBOARD(FEET) = 1.0 "Z" FACTOR = MANNING'S FACTOR = *ESTIMATED CHANNEL HEIGHT(FEET) = 1.39 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.64 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.96 AVERAGE FLOW DEPTH(FEET) = 0.39 TRAVEL TIME(MIN.) = 0.84 Tc(MIN.) = 8.38 SUBAREA AREA(ACRES) = 0.36 SUBAREA RUNOFF(CFS) = 1.11 EFFECTIVE AREA(ACRES) = 1.60 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 4.95 GIVEN CHANNEL BASE(FEET) = 4.00 CHANNEL FREEBOARD(FEET) = 1.0 "Z" FACTOR = MANNING'S FACTOR = *ESTIMATED CHANNEL HEIGHT(FEET) = 1.41 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.41 FLOW VELOCITY(FEET/SEC.) = 3.04 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) Page 6

144 PCPD25 COMMERCIAL A SUBAREA RUNOFF(CFS) = 5.40 TOTAL AREA(ACRES) = 1.66 PEAK FLOW RATE(CFS) = 5.40 FLOW PROCESS FROM NODE TO NODE IS CODE = 91 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 1.00 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.99 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.96 AVERAGE FLOW DEPTH(FEET) = 0.36 FLOOD WIDTH(FEET) = "V" GUTTER FLOW TRAVEL TIME(MIN.) = 3.06 Tc(MIN.) = SUBAREA AREA(ACRES) = 1.91 SUBAREA RUNOFF(CFS) = 5.18 EFFECTIVE AREA(ACRES) = 3.57 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.6 PEAK FLOW RATE(CFS) = 9.67 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.38 FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 2.05 DEPTH*VELOCITY(FT*FT/SEC) = 0.78 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER Page 7

145 PCPD25 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.16) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.09) ( 0.08) TOTAL AREA(ACRES) = 5.2 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = EFFECTIVE AREA(ACRES) = 5.17 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.22 TOTAL AREA(ACRES) = 5.2 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = 1.00 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.88 AVERAGE FLOW DEPTH(FEET) = 0.59 TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.19 EFFECTIVE AREA(ACRES) = 5.25 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 5.2 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.59 FLOW VELOCITY(FEET/SEC.) = 5.88 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< Page 8

146 PCPD25 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 2.06 TOTAL AREA(ACRES) = 0.69 PEAK FLOW RATE(CFS) = 2.06 FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.56 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.54 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.58 STREET FLOW TRAVEL TIME(MIN.) = 3.26 Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A Page 9

147 PCPD25 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.01 EFFECTIVE AREA(ACRES) = 1.09 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 2.74 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.56 DEPTH*VELOCITY(FT*FT/SEC.) = 0.60 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 5.17 TOTAL AREA(ACRES) = 1.72 PEAK FLOW RATE(CFS) = 5.17 FLOW PROCESS FROM NODE TO NODE IS CODE = 91 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 0.50 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = Page 10

148 PCPD25 COMMERCIAL A TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.78 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.90 AVERAGE FLOW DEPTH(FEET) = 0.34 FLOOD WIDTH(FEET) = "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.40 Tc(MIN.) = SUBAREA AREA(ACRES) = 1.15 SUBAREA RUNOFF(CFS) = 3.19 EFFECTIVE AREA(ACRES) = 2.87 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = 7.97 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.36 FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.96 DEPTH*VELOCITY(FT*FT/SEC) = 0.71 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) ( 0.04) TOTAL AREA(ACRES) = 4.0 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = EFFECTIVE AREA(ACRES) = 3.79 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.0 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 91 Page 11

149 PCPD25 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 0.50 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.39 AVERAGE FLOW DEPTH(FEET) = 0.38 FLOOD WIDTH(FEET) = "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.09 EFFECTIVE AREA(ACRES) = 4.19 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.4 PEAK FLOW RATE(CFS) = END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.38 FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 2.39 DEPTH*VELOCITY(FT*FT/SEC) = 0.92 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< Page 12

150 PCPD25 ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) ( 0.04) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.09) ( 0.08) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.07) ( 0.06) ( 0.06) ( 0.06) TOTAL AREA(ACRES) = 9.6 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = EFFECTIVE AREA(ACRES) = 9.37 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 9.6 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL BASE(FEET) = 7.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = 1.50 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = APARTMENTS A PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.88 AVERAGE FLOW DEPTH(FEET) = 0.85 TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = SUBAREA AREA(ACRES) = 3.07 SUBAREA RUNOFF(CFS) = 7.72 Page 13

151 PCPD25 EFFECTIVE AREA(ACRES) = AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 12.7 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.90 FLOW VELOCITY(FEET/SEC.) = 5.01 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL BASE(FEET) = 7.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = 1.00 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.48 AVERAGE FLOW DEPTH(FEET) = 0.83 TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.34 EFFECTIVE AREA(ACRES) = AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 12.8 PEAK FLOW RATE(CFS) = NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.83 FLOW VELOCITY(FEET/SEC.) = 5.45 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A SUBAREA AREA(ACRES) = 1.53 SUBAREA RUNOFF(CFS) = 3.86 Page 14

152 PCPD25 EFFECTIVE AREA(ACRES) = AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 14.4 PEAK FLOW RATE(CFS) = FLOW PROCESS FROM NODE TO NODE IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL FLOW THRU SUBAREA(CFS) = FLOW VELOCITY(FEET/SEC) = 2.45 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.40 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.29 SUBAREA RUNOFF(CFS) = 0.61 EFFECTIVE AREA(ACRES) = AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 14.6 PEAK FLOW RATE(CFS) = NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE TO NODE 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.) = RAINFALL INTENSITY(INCH/HR) = 2.68 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.20 EFFECTIVE STREAM AREA(ACRES) = TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = Page 15

153 PCPD25 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 2.85 TOTAL AREA(ACRES) = 0.88 PEAK FLOW RATE(CFS) = 2.85 FLOW PROCESS FROM NODE TO NODE IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 3.62 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.85 PIPE TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 8.82 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = 8.82 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A SUBAREA AREA(ACRES) = 1.21 SUBAREA RUNOFF(CFS) = 3.77 EFFECTIVE AREA(ACRES) = 2.09 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.1 PEAK FLOW RATE(CFS) = 6.50 Page 16

154 PCPD25 FLOW PROCESS FROM NODE TO NODE IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 8.28 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.50 PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 9.49 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = 9.49 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A SUBAREA AREA(ACRES) = 1.63 SUBAREA RUNOFF(CFS) = 4.87 EFFECTIVE AREA(ACRES) = 3.72 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.7 PEAK FLOW RATE(CFS) = FLOW PROCESS FROM NODE TO NODE IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 9.52 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 Page 17

155 PCPD25 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = 9.52 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A SUBAREA AREA(ACRES) = 0.51 SUBAREA RUNOFF(CFS) = 1.52 EFFECTIVE AREA(ACRES) = 4.23 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.2 PEAK FLOW RATE(CFS) = FLOW PROCESS FROM NODE TO NODE IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL FLOW THRU SUBAREA(CFS) = FLOW VELOCITY(FEET/SEC) = 1.88 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.42 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.18 SUBAREA RUNOFF(CFS) = 0.45 EFFECTIVE AREA(ACRES) = 4.41 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.13 TOTAL AREA(ACRES) = 4.4 PEAK FLOW RATE(CFS) = NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< Page 18

156 PCPD25 MAINLINE Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A SUBAREA AREA(ACRES) = 0.31 SUBAREA RUNOFF(CFS) = 0.85 EFFECTIVE AREA(ACRES) = 4.72 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.13 TOTAL AREA(ACRES) = 4.7 PEAK FLOW RATE(CFS) = FLOW PROCESS FROM NODE TO NODE IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL FLOW THRU SUBAREA(CFS) = FLOW VELOCITY(FEET/SEC) = 1.98 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.15 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.66 EFFECTIVE AREA(ACRES) = 5.02 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 5.0 PEAK FLOW RATE(CFS) = NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE TO NODE 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: Page 19

157 PCPD25 TIME OF CONCENTRATION(MIN.) = RAINFALL INTENSITY(INCH/HR) = 2.80 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.17 EFFECTIVE STREAM AREA(ACRES) = 5.02 TOTAL STREAM AREA(ACRES) = 5.02 PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.08) ( 0.08) ( 0.08) ( 0.08) ( 0.07) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.08) ( 0.08) ( 0.08) ( 0.08) ( 0.08) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = EFFECTIVE AREA(ACRES) = AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 19.7 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.85 GIVEN PIPE DIAMETER(INCH) = NUMBER OF PIPES = 2 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. Page 20

158 PCPD25 FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.51 SUBAREA RUNOFF(CFS) = 1.12 EFFECTIVE AREA(ACRES) = AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.21 TOTAL AREA(ACRES) = 20.2 PEAK FLOW RATE(CFS) = NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 2.13 TOTAL AREA(ACRES) = 0.69 PEAK FLOW RATE(CFS) = 2.13 FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = Page 21

159 PCPD25 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.66 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.74 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.63 STREET FLOW TRAVEL TIME(MIN.) = 1.92 Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A SUBAREA AREA(ACRES) = 0.38 SUBAREA RUNOFF(CFS) = 1.05 EFFECTIVE AREA(ACRES) = 1.07 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 2.96 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.79 DEPTH*VELOCITY(FT*FT/SEC.) = 0.67 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.34 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.78 Page 22

160 PCPD25 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.70 STREET FLOW TRAVEL TIME(MIN.) = 1.64 Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = COMMERCIAL A SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.76 EFFECTIVE AREA(ACRES) = 1.37 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 3.49 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.79 DEPTH*VELOCITY(FT*FT/SEC.) = 0.71 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 2.16 TOTAL AREA(ACRES) = 0.64 PEAK FLOW RATE(CFS) = 2.16 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Page 23

161 PCPD25 Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 1.74 TOTAL AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) = 1.74 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 4.20 TOTAL AREA(ACRES) = 1.12 PEAK FLOW RATE(CFS) = 4.20 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 3.41 TOTAL AREA(ACRES) = 0.87 PEAK FLOW RATE(CFS) = 3.41 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 Page 24

162 PCPD25 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 1.04 TOTAL AREA(ACRES) = 0.27 PEAK FLOW RATE(CFS) = 1.04 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.3 TC(MIN.) = 6.03 EFFECTIVE AREA(ACRES) = 0.27 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = PEAK FLOW RATE(CFS) = 1.04 END OF RATIONAL METHOD ANALYSIS Page 25

163 HYDROLOGY REPORT August 2017 APPENDIX Year Hydrology Study, Proposed Condition Pacific Center City of Anaheim, CA

164 PCPD100 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright Advanced Engineering Software (aes) Ver Release Date: 06/01/2014 License ID 1355 Analysis prepared by: Fuscoe Engineering Von Karman Ave Suite 100 Irvine CA, ************************** DESCRIPTION OF STUDY ************************** * PACIFIC CENTER - ANAHEIM * * PROPOSED HYDROLOGY * * 100 YEAR EVENT * ************************************************************************** FILE NAME: PCPD100.DAT TIME/DATE OF STUDY: 13:57 07/31/2017 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *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) === ===== ========= ================= ====== ===== ====== ===== ======= /0.018/ GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 5.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< Page 1

165 PCPD100 INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): Tc (MIN.) APARTMENTS A PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 4.42 TOTAL AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) = 4.42 FLOW PROCESS FROM NODE TO NODE IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): Tc (MIN.) APARTMENTS A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 2.50 TOTAL AREA(ACRES) = 0.58 PEAK FLOW RATE(CFS) = 2.50 FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = 7.61 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): Page 2

166 PCPD100 APARTMENTS A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.37 SUBAREA RUNOFF(CFS) = 1.59 EFFECTIVE AREA(ACRES) = 0.95 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = 4.09 FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.55 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.45 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.96 STREET FLOW TRAVEL TIME(MIN.) = 1.02 Tc(MIN.) = 8.63 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): APARTMENTS A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.23 SUBAREA RUNOFF(CFS) = 0.92 EFFECTIVE AREA(ACRES) = 1.18 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 4.72 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 2.47 DEPTH*VELOCITY(FT*FT/SEC.) = 0.97 LONGEST FLOWPATH FROM NODE TO NODE = FEET. Page 3

167 PCPD100 FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.73 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.82 STREET FLOW TRAVEL TIME(MIN.) = 0.87 Tc(MIN.) = 9.50 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): COMMERCIAL A SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.04 EFFECTIVE AREA(ACRES) = 1.19 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 4.72 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.73 DEPTH*VELOCITY(FT*FT/SEC.) = 0.82 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.08) Page 4

168 PCPD100 LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.13) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.11) ( 0.10) TOTAL AREA(ACRES) = 2.3 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.90 Tc(MIN.) = EFFECTIVE AREA(ACRES) = 2.15 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.26 TOTAL AREA(ACRES) = 2.3 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 12 >>>>>CLEAR MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): Tc (MIN.) APARTMENTS A PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA RUNOFF(CFS) = 5.28 TOTAL AREA(ACRES) = 1.24 PEAK FLOW RATE(CFS) = 5.28 FLOW PROCESS FROM NODE TO NODE IS CODE = 56 Page 5

169 PCPD100 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = GIVEN CHANNEL BASE(FEET) = 4.00 CHANNEL FREEBOARD(FEET) = 1.0 "Z" FACTOR = MANNING'S FACTOR = *ESTIMATED CHANNEL HEIGHT(FEET) = 1.46 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): COMMERCIAL A PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.00 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.26 AVERAGE FLOW DEPTH(FEET) = 0.46 TRAVEL TIME(MIN.) = 0.77 Tc(MIN.) = 8.31 SUBAREA AREA(ACRES) = 0.36 SUBAREA RUNOFF(CFS) = 1.44 EFFECTIVE AREA(ACRES) = 1.60 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 6.43 GIVEN CHANNEL BASE(FEET) = 4.00 CHANNEL FREEBOARD(FEET) = 1.0 "Z" FACTOR = MANNING'S FACTOR = *ESTIMATED CHANNEL HEIGHT(FEET) = 1.48 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.48 FLOW VELOCITY(FEET/SEC.) = 3.32 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): Tc (MIN.) Page 6

170 PCPD100 COMMERCIAL A SUBAREA RUNOFF(CFS) = 6.91 TOTAL AREA(ACRES) = 1.66 PEAK FLOW RATE(CFS) = 6.91 FLOW PROCESS FROM NODE TO NODE IS CODE = 91 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 1.00 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): COMMERCIAL A TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.08 AVERAGE FLOW DEPTH(FEET) = 0.39 FLOOD WIDTH(FEET) = "V" GUTTER FLOW TRAVEL TIME(MIN.) = 2.89 Tc(MIN.) = SUBAREA AREA(ACRES) = 1.91 SUBAREA RUNOFF(CFS) = 6.68 EFFECTIVE AREA(ACRES) = 3.57 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.6 PEAK FLOW RATE(CFS) = END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.41 FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 2.18 DEPTH*VELOCITY(FT*FT/SEC) = 0.90 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER Page 7

171 PCPD100 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.16) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.09) ( 0.08) TOTAL AREA(ACRES) = 5.2 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = EFFECTIVE AREA(ACRES) = 5.17 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.21 TOTAL AREA(ACRES) = 5.2 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = 1.00 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.39 AVERAGE FLOW DEPTH(FEET) = 0.70 TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.26 EFFECTIVE AREA(ACRES) = 5.25 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 5.2 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.70 FLOW VELOCITY(FEET/SEC.) = 6.38 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< Page 8

172 PCPD100 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 2.63 TOTAL AREA(ACRES) = 0.69 PEAK FLOW RATE(CFS) = 2.63 FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.28 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.63 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.66 STREET FLOW TRAVEL TIME(MIN.) = 3.06 Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): COMMERCIAL A Page 9

173 PCPD100 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.30 EFFECTIVE AREA(ACRES) = 1.09 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 3.54 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.66 DEPTH*VELOCITY(FT*FT/SEC.) = 0.68 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 6.63 TOTAL AREA(ACRES) = 1.72 PEAK FLOW RATE(CFS) = 6.63 FLOW PROCESS FROM NODE TO NODE IS CODE = 91 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 0.50 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): Page 10

174 PCPD100 COMMERCIAL A TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.68 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.99 AVERAGE FLOW DEPTH(FEET) = 0.37 FLOOD WIDTH(FEET) = "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.34 Tc(MIN.) = SUBAREA AREA(ACRES) = 1.15 SUBAREA RUNOFF(CFS) = 4.10 EFFECTIVE AREA(ACRES) = 2.87 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.39 FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 2.06 DEPTH*VELOCITY(FT*FT/SEC) = 0.80 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) ( 0.04) TOTAL AREA(ACRES) = 4.0 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = EFFECTIVE AREA(ACRES) = 3.80 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.0 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 91 Page 11

175 PCPD100 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = DOWNSTREAM NODE ELEVATION(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = PAVEMENT LIP(FEET) = MANNING'S N =.0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = MAXIMUM DEPTH(FEET) = 0.50 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): COMMERCIAL A TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.53 AVERAGE FLOW DEPTH(FEET) = 0.41 FLOOD WIDTH(FEET) = "V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.40 EFFECTIVE AREA(ACRES) = 4.20 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.4 PEAK FLOW RATE(CFS) = END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.42 FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 2.54 DEPTH*VELOCITY(FT*FT/SEC) = 1.05 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< Page 12

176 PCPD100 ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.04) ( 0.04) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.09) ( 0.08) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.07) ( 0.06) ( 0.06) ( 0.06) TOTAL AREA(ACRES) = 9.6 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = EFFECTIVE AREA(ACRES) = 9.38 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 9.6 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL BASE(FEET) = 7.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = 1.50 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): APARTMENTS A PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.32 AVERAGE FLOW DEPTH(FEET) = 1.01 TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = SUBAREA AREA(ACRES) = 3.07 SUBAREA RUNOFF(CFS) = Page 13

177 PCPD100 EFFECTIVE AREA(ACRES) = AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 12.7 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.07 FLOW VELOCITY(FEET/SEC.) = 5.48 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL BASE(FEET) = 7.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = 1.00 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.98 AVERAGE FLOW DEPTH(FEET) = 0.99 TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.45 EFFECTIVE AREA(ACRES) = AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 12.8 PEAK FLOW RATE(CFS) = NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.98 FLOW VELOCITY(FEET/SEC.) = 5.98 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): COMMERCIAL A SUBAREA AREA(ACRES) = 1.53 SUBAREA RUNOFF(CFS) = 5.01 Page 14

178 PCPD100 EFFECTIVE AREA(ACRES) = AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 14.4 PEAK FLOW RATE(CFS) = ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.08) ( 0.07) ( 0.07) ( 0.07) NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = Tc(MIN.) = 9.66 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.19 EFFECTIVE AREA(ACRES) = FLOW PROCESS FROM NODE TO NODE IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL FLOW THRU SUBAREA(CFS) = FLOW VELOCITY(FEET/SEC) = 2.64 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.30 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.29 SUBAREA RUNOFF(CFS) = 0.94 EFFECTIVE AREA(ACRES) = AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.21 TOTAL AREA(ACRES) = 14.6 PEAK FLOW RATE(CFS) = NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< Page 15

179 PCPD100 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = RAINFALL INTENSITY(INCH/HR) = 3.95 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.21 EFFECTIVE STREAM AREA(ACRES) = TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 3.65 TOTAL AREA(ACRES) = 0.88 PEAK FLOW RATE(CFS) = 3.65 FLOW PROCESS FROM NODE TO NODE IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 4.64 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.65 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 8.70 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< Page 16

180 PCPD100 MAINLINE Tc(MIN.) = 8.70 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): COMMERCIAL A SUBAREA AREA(ACRES) = 1.21 SUBAREA RUNOFF(CFS) = 4.86 EFFECTIVE AREA(ACRES) = 2.09 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.1 PEAK FLOW RATE(CFS) = 8.40 FLOW PROCESS FROM NODE TO NODE IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.40 PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 9.21 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = 9.21 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): COMMERCIAL A SUBAREA AREA(ACRES) = 1.63 SUBAREA RUNOFF(CFS) = 6.34 EFFECTIVE AREA(ACRES) = 3.72 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.7 PEAK FLOW RATE(CFS) = FLOW PROCESS FROM NODE TO NODE IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< Page 17

181 PCPD100 ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 9.24 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = 9.24 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): COMMERCIAL A SUBAREA AREA(ACRES) = 0.51 SUBAREA RUNOFF(CFS) = 1.98 EFFECTIVE AREA(ACRES) = 4.23 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.2 PEAK FLOW RATE(CFS) = FLOW PROCESS FROM NODE TO NODE IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL FLOW THRU SUBAREA(CFS) = FLOW VELOCITY(FEET/SEC) = 2.01 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.33 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): PUBLIC PARK A Page 18

182 PCPD100 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.18 SUBAREA RUNOFF(CFS) = 0.60 EFFECTIVE AREA(ACRES) = 4.41 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.13 TOTAL AREA(ACRES) = 4.4 PEAK FLOW RATE(CFS) = NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): COMMERCIAL A SUBAREA AREA(ACRES) = 0.31 SUBAREA RUNOFF(CFS) = 1.11 EFFECTIVE AREA(ACRES) = 4.72 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.13 TOTAL AREA(ACRES) = 4.7 PEAK FLOW RATE(CFS) = FLOW PROCESS FROM NODE TO NODE IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL FLOW THRU SUBAREA(CFS) = FLOW VELOCITY(FEET/SEC) = 2.12 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.00 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.89 EFFECTIVE AREA(ACRES) = 5.02 AREA-AVERAGED Fm(INCH/HR) = 0.07 Page 19

183 PCPD100 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 5.0 PEAK FLOW RATE(CFS) = NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE TO NODE 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.) = RAINFALL INTENSITY(INCH/HR) = 3.65 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.17 EFFECTIVE STREAM AREA(ACRES) = 5.02 TOTAL STREAM AREA(ACRES) = 5.02 PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.08) ( 0.08) ( 0.08) ( 0.08) ( 0.07) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ( 0.08) ( 0.08) ( 0.08) ( 0.08) ( 0.08) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = EFFECTIVE AREA(ACRES) = AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 19.7 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< Page 20

184 PCPD100 >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 9.98 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = NUMBER OF PIPES = 2 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): PUBLIC PARK A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 0.51 SUBAREA RUNOFF(CFS) = 1.51 EFFECTIVE AREA(ACRES) = AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.21 TOTAL AREA(ACRES) = 20.2 PEAK FLOW RATE(CFS) = NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 2.73 TOTAL AREA(ACRES) = 0.69 PEAK FLOW RATE(CFS) = 2.73 Page 21

185 PCPD100 FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.41 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.84 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.72 STREET FLOW TRAVEL TIME(MIN.) = 1.81 Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): COMMERCIAL A SUBAREA AREA(ACRES) = 0.38 SUBAREA RUNOFF(CFS) = 1.35 EFFECTIVE AREA(ACRES) = 1.07 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 3.81 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.90 DEPTH*VELOCITY(FT*FT/SEC.) = 0.76 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = Page 22

186 PCPD100 INSIDE STREET CROSSFALL(DECIMAL) = OUTSIDE STREET CROSSFALL(DECIMAL) = SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.30 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.88 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.79 STREET FLOW TRAVEL TIME(MIN.) = 1.55 Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA LOSS RATE DATA(AMC III): COMMERCIAL A SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.99 EFFECTIVE AREA(ACRES) = 1.37 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 4.51 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 1.92 DEPTH*VELOCITY(FT*FT/SEC.) = 0.82 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 2.77 TOTAL AREA(ACRES) = 0.64 PEAK FLOW RATE(CFS) = 2.77 Page 23

187 PCPD100 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 2.23 TOTAL AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) = 2.23 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 5.39 TOTAL AREA(ACRES) = 1.12 PEAK FLOW RATE(CFS) = 5.39 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = Page 24

188 PCPD100 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 4.38 TOTAL AREA(ACRES) = 0.87 PEAK FLOW RATE(CFS) = 4.38 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC III): Tc (MIN.) COMMERCIAL A SUBAREA RUNOFF(CFS) = 1.34 TOTAL AREA(ACRES) = 0.27 PEAK FLOW RATE(CFS) = 1.34 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.3 TC(MIN.) = 6.03 EFFECTIVE AREA(ACRES) = 0.27 AREA-AVERAGED Fm(INCH/HR)= 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = PEAK FLOW RATE(CFS) = 1.34 END OF RATIONAL METHOD ANALYSIS Page 25

189 HYDROLOGY REPORT August 2017 APPENDIX 4 Soils Map Excerpt Pacific Center City of Anaheim, CA

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191 HYDROLOGY REPORT August 2017 APPENDIX 5 Hydrology Maps Existing and Proposed Condition In Pocket Pacific Center City of Anaheim, CA

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194 HYDROLOGY REPORT August 2017 APPENDIX 6 FEMA Map Pacific Center City of Anaheim, CA

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