APPENDIX F HYDROLOGY REPORT

Transcription

1 APPENDIX F HYDROLOGY REPORT

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3 UCSD LONG RANGE DEVELOPMENT PLAN HYDROLOGY STUDY MAY 2004 PREPARED FOR: UNIVERSITY OF CALIFORNIA, SAN DIEGO NORTH TORREY PINES ROAD, SUITE 340 LA JOLLA, CA PREPARED BY: 9275 SKY PARK COURT, SUITE 200 SAN DIEGO, CA By: Michael D. Cairns, P.E. Senior Project Manager May 2004

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5 TABLE OF CONTENTS Section Page 1.0 Introduction Environmental Setting Regulatory Framework Federal State Local Project Impacts and Mitigation Analytical Method Standards of Significance Impact Analysis Mitigation Measures...10 TABLES and 100-year Storm Event Peak Runoff Summary Developed Condition Estimated Pipe Sizes...9 FIGURES 1. Vicinity Map Land Use Plan...3 APPENDICES A. Existing Condition Rational Method Analysis for the 10-Year Storm Event B. Existing Condition Rational Method Analysis for the 100-Year Storm Event C. Developed Condition Rational Method Analysis for the 10-Year Storm Event D. Developed Condition Rational Method Analysis for the 100-Year Storm Event MAP POCKETS 1. Existing Condition Hydrology Map, 200- and 400-scale 2. Developed Condition Hydrology Map, 200- and 400-scale May 2004

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7 1.0 INTRODUCTION This report presents a hydrologic and hydraulic analysis for the 2004 UCSD Long Range Development Plan (LRDP). The study focuses on the La Jolla campus, which is located westerly of Interstate 5 and northerly of La Jolla Village Drive, as well as the Scripps Institute of Oceanography (SIO), located adjacent to La Jolla Shores Drive, in the city of San Diego (see Figure 1 Vicinity Map). The purpose of the study is to determine hydrologic impacts resulting from development planned for the campus up to year Impacts are determined based on a comparison between hydrologic analyses for the existing and developed condition land uses. For purposes of this study, existing condition refers to land use on the campus and SIO as of August All projects where ground is broken as of that time are considered to be complete from a land use standpoint. Developed condition refers to land use on the campus and SIO based on the LRDP Land Use Map presented as Figure 2 of this study. 2.0 ENVIRONMENTAL SETTING The UCSD campus is located within the Penasquitos Hydrographic Unit (6.00) of the San Diego Region as defined in the San Diego Basin Water Quality Control Plan (1994), referred to as the Basin Plan. The Penasquitos Hydrographic Unit is a triangular shaped area encompassing approximately 170 square miles extending from Poway to La Jolla. The unit is comprised of five hydrologic areas, which include the Miramar Reservoir, Poway, Scripps, Miramar, and Tecolote Hydrologic Areas. Major bodies of water include Los Penasquitos Creek, Los Penasquitos Lagoon, Rose Creek, Tecolote Creek, Mission Bay and Miramar Reservoir. Annual precipitation levels with the Penasquitos Unit range from approximately 8 inches along the coast to over 18 inches at the inland reaches, with UCSD averaging approximately 10 inches per year. Drainage within the Penasquitos Unit is generally to the west and southwest through drainage channels in Penasquitos Canyon into Los Penasquitos Lagoon and in Rose and San Clemente Canyons into Mission Bay, all which eventually flow into the Pacific Ocean. The main receiving waters for the project include Los Penasquitos Lagoon, Rose Creek and the Pacific Ocean. Los Penasquitos Lagoon is located northerly of the site. Rose Creek ultimately drains to Mission Bay located several miles southerly of the site, and portions of the site, including SIO, drain directly to the Pacific Ocean via overland flow or within storm drain systems. Surface drainage on the UCSD campus can be divided into three areas. There is a north-south running ridge extending from the Spanos Training Facility south to Revelle College. Storm and urban runoff west of this ridge drains directly to the Pacific Ocean; the SIO also drains westerly directly to the ocean. Areas easterly of the Ridge Walk on the northerly half of the campus drain northerly to Los Penasquitos Lagoon, and areas easterly of the Ridge Walk on the southerly half of the campus drain southerly to Rose Creek. The UCSD west and east campuses are part of the Torrey Pines Mesa. Elevations in this area range between 300 and 400 feet above mean sea level. Site topography on the mesa is generally gently sloping, with slopes greater than fifteen percent generally associated with drainages that traverse the study area. Flood Insurance Rate Maps (FEMA, June 19, 1997) indicate that the UCSD campus is located in an area designated as Zone X. Zone X is defined as an area determined to be outside the 500-year floodplain. Along the shoreline at SIO it is also designated as Zone AE and Zone VE, which are areas within the special flood hazard area inundated by a 100-year flood. In addition, Zone VE indicates areas of coastal flood with velocity hazards (wave action). May

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9 Torrey Pines Scenic Dr. Salk Institute Rd. Genesee Ave. LEGEND Academic Academic/Community-Oriented Blackhorse Properties Interstate 5 Campus Point Dr. Academic/Science Research Park Administrative General Services Housing Pacific Ocean Scripps Coastal Reserve La Jolla Shores Dr. North Torrey Pines Rd. V.A. Medical Center La Jolla Village Dr. Regents Rd. Eastgate Mall Medical Mixed Use Park Sports and Recreation Surface Parking Loop Road/Entries Buildings within the Gilman Dr. Villa La Jolla Dr. Note: In addition to the Surface Parking land use illustrated above, parking structures will be developed in areas throughout the campus denoted by other predominant land use categories; e.g. Academic, Mixed Use, etc. Torrey Pines Rd. Lebon Dr. Nobel Dr. La Jolla Del Sol 0FT 400FT 800FT 1600FT Figure Land Use Plan

10 3.0 REGULATORY FRAMEWORK 3.1 FEDERAL Portions of the SIO fronting the Pacific Ocean are located within Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) zones AE, X and VE. These zones occur at or below elevation 13.0 mean sea level (MSL), and only include areas directly adjacent to the Pacific Ocean. Areas of future development as presented in the LRDP are outside of these FEMA designated zones. In addition, due to their proximity to the ocean and small land area, development within these zones would have no significant impact to site hydrology. 3.2 STATE Portions of the study area are located within the State of California Coastal Zone and fall under the jurisdiction of the California Coastal Commission. While specific Coastal Commission guidelines regarding hydrology primarily revolve around water quality, the Commission has historically required detention for some projects within the Coastal Zone. These detention requirements are specified on a case-by-case basis by the Commission, and are typically presented in conditions of development imposed on projects undergoing discretionary review. 3.3 LOCAL With the exception of the SIO, the study area drains to land falling within City of San Diego jurisdiction; therefore, to be consistent with design practices of offsite drainage facilities, drainage calculations were performed utilizing City of San Diego criteria. May

11 4.0 PROJECT IMPACTS AND MITIGATION 4.1 ANALYTICAL METHOD The rational method was utilized to perform all hydrologic calculations within this study. A computerized version of the Rational Method prepared by Advanced Engineering Software (AES) was utilized to help automate the process. The AES program allows the user to develop a node-link model of the watershed. The nodes are placed as needed to depict the sub-basin topography, and are linked together to model conveyance mechanisms and confluence points of the watershed. Groups of nodes and links are then linked together to form a hydrologic model of the entire watershed. The AES program has the capability of performing calculations utilizing 15 functions. These functions are assigned code numbers, which appear in the printed results. The code numbers and their corresponding functions are as follows: Sub-area Hydrologic Processes Code 1: Code 2: Code 3: Code 4: Code 5: Code 6: Code 7: Code 8: Code 9: Code 10: Code 11: Code 12: Code 13: Code 14: Code 15: confluence analysis at node initial sub-area analysis pipe travel time (computer-estimated pipe size) pipe travel time (user-specified pipe size) trapezoidal channel travel time street-flow analysis user-specified information at node addition of sub-area runoff to mainline v-gutter flow through sub-area copy mainstream data onto a memory bank confluence a memory bank with the main stream memory clear a memory bank clear the mainstream memory copy a memory bank onto the mainstream memory hydrologic data bank storage functions Existing and developed condition hydrology maps are presented in Map Pockets A and B respectively. The hydrology maps depict hydrologic node numbers, drainage basin areas, major and minor drainage basin boundaries, land use boundaries and classifications, storm drain facilities and potential detention facility locations. Drainage basin boundaries were determined from field reconnaissance and each major drainage basin is represented on the maps by drainage basin numbers such as 100, 200, 300, etc Nodes within each drainage basin are numbered based on the basin in which they reside; for example, nodes 100, 101 and 102 fall within drainage basin 100. Land use designations were determined based on land use maps provided by UCSD staff, as well as field reconnaissance. Drainage maps are provided at 200- and 400-scale. In certain cases, major drainage basins have been combined to aid in the modeling process. These basins are: 400, 500 and 600; 1100 and 1300; and 1500, 1600 and May

12 Hydrologic Criteria The following criteria were utilized for hydrologic computations. Where multiple land uses occurred within the same drainage basin, a composite runoff coefficient was calculated. Hydrologic Soil Type: Soil Type D Runoff Coefficients (based on land use): Turf / Open Space (TUR) 0.45 Single Family Residential (SFR) 0.55 Multi Family Residential / Dorms (MFR) 0.70 Commercial / Administrative (COM) 0.85 Paved (PAV) 0.95 Rainfall Intensity: Storm Event: Based on 1981 intensity-duration curves as presented in the 1981 San Diego County Hydrology Manual 10- and 100-year, 6-hour storm event Hydrologic Results Results of the rational method hydrologic calculations for the existing condition 10- and 100-year storm events are presented in Appendices A and B respectively; results of the developed condition 10- and 100- year storm events are presented in Appendices C and D respectively. The results are summarized in Table 1. As shown in Table 1, development resulting from implementation of the LRDP results in peak runoff increases within approximately half of the drainage basins. This increased peak runoff is caused by either an increase in impervious area associated with development of undeveloped land, or redevelopment of areas from a land use corresponding with a low level of imperviousness to a higher level of imperviousness. An example of the latter is construction of a parking lot (high level of imperviousness) where once stood campus housing (lower level of imperviousness). 4.2 STANDARDS OF SIGNIFICANCE The following items, extracted from Appendix G of the 2003 CEQA Guidelines, are examined herein for significant hydrologic impact based on implementation of the 2004 LRDP. The LRDP is considered to have significant impact if it: 1. Substantially alters the existing drainage pattern of the site, including the alteration of the course of a stream or river, in a manner which would result in substantial erosion or siltation on- or offsite; 2. Substantially alters the existing drainage pattern of the site, including the alteration of the course of a stream or river, or substantially increases the rate or amount of surface runoff in a manner which would result in flooding on- or off-site; 3. Creates or contributes runoff water which would exceed the capacity of existing or planned storm water drainage systems; 4. Requires or results in the construction of new storm water drainage facilities or expansion of existing facilities, the construction of which could cause significant environmental effects. May

13 Table and 100-year Storm Event Peak Runoff Summary Q 10 (cfs) Q 100 (cfs) Basin # Area (Ac) Existing Developed (a) dq (b) Existing Developed dq , 500, , , 1600, Total 1,203 1,497 1, ,094 2, (a) 10-year developed condition peak runoff value does not consider detention. Actual developed condition peak runoff after detention shall be less than or equal to existing condition peak runoff at the downstream property line. (b) dq represents the change in peak runoff for a given storm event. For the 10-year, 6-hour storm event, this is the increase in peak runoff which must be mitigated by detention within each major drainage basin. (c) 100-year developed condition peak runoff value does not take into account decrease in peak runoff which may result from construction of 10-year storm event detention facility. May

14 4.3 IMPACT ANALYSIS Implementation of the 2004 LRDP would result in the construction of new buildings, landscaping, and other features on the UCSD campus that are anticipated to result in minor alterations to existing drainage patterns of individual sites within the campus, but not substantial alterations to the drainage courses of the campus as a whole. However, implementation of the 2004 LRDP would convert some areas of the campus from softscape to hardscape which could increase runoff from certain areas. As is summarized in Table 1, implementation of the LRDP is expected to result in increased runoff within drainage basins 100, 400/500/600, 700, 900, 1200, 1100/1300, 1800, 1500/1600/2000, 2100 and There are also several drainage basins in which there is no or minimal anticipated increase. This is not necessarily because there is no development anticipated for this area under the LRDP; it merely indicates that the development that is anticipated to occur in that area is not anticipated to substantially change the hydrologic regime and pervious/impervious areas of the site. Increased peak runoff associated with implementation of the LRDP may have detrimental effects on and off campus. Potential impacts associated with increased runoff include: 1. Exceeding capacity of onsite stormwater conveyance systems; 2. Exceeding capacity of offsite stormwater conveyance systems; 3. Exceeding capacity of stormdrain inlets and catch basins; 4. Causing new erosion and worsening existing erosion problems onsite; 5. Causing new erosion and worsening existing erosion problems offsite, particularly coastal bluff areas. Drainage basins 100, 400/500/600 and 900 drain southerly toward Mission Bay. Basin 100 is mostly developed and therefore it is less likely that increased runoff in this basin would result in on campus erosion problems. More likely impacts would be exceedences of storm drain infrastructure capacity. Basins 400/500/600 and 900 both contain vegetated open space areas that could be subject to erosion and these basins could also be impacted by exceedences of storm drain infrastructure capacity. In addition, increased runoff from these basins could cause or contribute to impacts off campus such as erosion and capacity exceedences in the community to the south of campus and in Rose Canyon. Drainage basin 1100/1300 drains northerly toward Los Penasquitos Lagoon. This basin contains a large portion of the UCSD Park that is vegetated open space. UCSD staff noted that erosion problems may exist in this portion of the Park, however, confirmation of these problems was not part of this analysis. If the problems do exist, increased runoff in this basin could contribute to the problems as well as potentially cause additional erosion problems. Storm drain infrastructure capacity problems could also occur within these drainages due to increase runoff. Off campus, erosion and capacity exceedences could also occur in Soledad Canyon and Los Penasquitos Creek. Drainage basins 700, 1200, 1800, 1500/1600/2000, 2100 and 2200 drain westerly toward the Pacific Ocean. The drainage basins on the west campus are mostly developed and, therefore, it is less likely that increased runoff in these basin would result in on campus erosion problems. However, Basin 1800, which includes the unpaved Gliderport, and Basins 1500/1600/2000 and 2200, which contain a large portion of UCSD Park in SIO, both encompass areas of open space that could be subject to erosion. All of the drainage basins have potential for negative impacts due to increased runoff to stormwater conveyance May

15 systems from a capacity standpoint both on and off campus. Off campus erosion problems could occur from runoff increases in these basins in the short coastal ravines that convey drainage to the beaches through the coastal bluffs and at the beach itself. While detailed analysis and design of storm drain facilities is beyond the scope of this study, preliminary storm drain conduit sizes for each onsite drainage basin were calculated at the point where the concentrated drainage exits UCSD property. Conduit sizes were calculated for the undetained proposed condition peak 100-year discharge assuming the pipe is flowing full at a slope of one percent, and a Manning s n value of These estimated sizes are intended to serve as a planning tool only and should not be used in final design of any facilities. The estimated pipe sizes are presented in Table 2. Table 2 Developed Condition Estimated Pipe Sizes Node Q 100 proposed (cfs) Pipe Diameter (in) a (a) Pipe diameters shown in this table are approximate based on normal depth at an assumed slope of one percent and should be used for planning purposes only. Backwater calculations incorporating actual flow lines and pipe materials should be performed for final design of all storm drain facilities. May

16 4.4 MITIGATION MEASURES Results of the hydrologic analysis show an increase in peak runoff for drainage basins 100, 400/500/600, 700, 900, 1200, 1100/1300, 1800, 1500/1600/2000, 2100 and 2200 associated with the implementation of the LRDP. In order to mitigate for this increased runoff, future development on campus shall be required to maintain or reduce peak runoff so that post project runoff does not exceed that for the existing condition for the 10-year, 6-hour storm event. Maintaining 10-year, 6-hour storm event peak runoff is one of the standard measures employed by public and regulatory agencies to mitigate for hydrologic impacts due to development. Costs to mitigate larger storm events may outweigh the benefits; therefore, this mitigation measure is considered adequate to reduce impacts to a level that is less than significant. Runoff resulting from a storm that is greater that the 10-year, 6-hour storm event would not be maintained to existing conditions. Hyd-1A For each development or redevelopment project that would result in an increase of 10,000 square feet or more of impervious surface, the engineer of record shall perform a drainage study commissioned by the Auxiliary and Plant Services (APS) or Facilities Design and Construction (FD&C) departments that would comply with the conditions that follow. Design measures and other recommendations used to comply with these conditions shall be incorporated into project development plans and construction documents. Design measures shall be consistent with UCSD adopted physical plans, shall be operational within a reasonable time from project occupancy, and shall be maintained by UCSD. i. Site design that controls runoff discharge volumes and durations shall be utilized where applicable and feasible. ii. Measures that protect slopes and channels such as energy dissipaters, vegetation, and slope/channel stabilizers shall be applied where appropriate. iii. All developments that will increase impervious surfaces by 10,000 square feet or more are required to maintain the peak runoff for the 10-year, 6-hour storm event. In cases where known or potential on or offsite erosion problems have been identified, the engineer of record in coordination with UCSD shall determine if maintenance of peak runoff for a larger storm event is necessary. This standard shall be applied at the location where storm runoff from the drainage basin in which the project is located flows across UCSD property limits, either as overland flow or contained within a storm water conveyance system. In order to achieve this standard, detention may occur at one of the following locations: a. The project site. Single-project detention or retention basins may be incorporated into project design with features including but not limited to: small on-site detention or retention basins; rooftop ponding; temporary flooding of parking areas, streets and gutters; landscaping or gravel beds designed to temporarily retain water; and gravel beds designed to collect and retain runoff; b. The downstream campus boundary within the drainage basin encompassing the project site; or c. An alternative location within the drainage basin encompassing the project site, detention at which results in no net increase of runoff at the downstream property limit. This alternative will be useful in cases where detention at the project site or at the downstream property limit is precluded due to site constraints. May

17 Detention projects that fall under items b and c may be implemented as part of a campus wide storm water detention study described under Hyd-1B. In campus drainage basins identified to have existing or potential erosion or capacity problems, detention downstream of the project site or at an alternative location may not be an acceptable alternative. In these cases, every attempt shall be made to detain increased runoff at the project site. If detention must occur at a downstream or alternative location, improvements must be constructed downstream of the site to mitigate the erosion or capacity problem. Hyd-1B UCSD shall conduct a campus wide storm water detention study. The purpose of the study would be to provide an alternative or supplement to requiring a separate detention study for each project. At a minimum, the study shall include the following tasks: a. Determine detention volumes in those basins where development is anticipated; b. Determine optimum detention facility locations based on environmental impacts, runoff storage potential, utility conflicts, planned site improvements and miscellaneous site constraints; c. Determine detention facility configurations based on site survey, confirming constructability; d. Determine which, if any, major drainage basins have known onsite or offsite erosion or drainage facility capacity problems that may justify the need for detention in excess of the 10-year, 6-hour storm event; and e. Provide preliminary cost estimates for basins. Once the study is completed, the recommended detention facilities shall be considered by UCSD for implementation. Detention facilities identified shall be implemented when appropriate and feasible, could be done so as a separate project or in conjunction with a development or redevelopment project, and would be addressed by a subsequent CEQA review process. May

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19 APPENDIX A EXISTING CONDITION RATIONAL METHOD ANALYSIS FOR THE 10-YEAR STORM EVENT May 2004

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21 1UC10E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis * * J# /17/03 * ************************************************************************** FILE NAME: 1UC10E.DAT TIME/DATE OF STUDY: 14:38 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.6900 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 6.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = Page 1

22 1UC10E.RES SUBAREA RUNOFF(CFS) = 5.72 TOTAL AREA(ACRES) = 3.30 TOTAL RUNOFF(CFS) = 5.72 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.72 PIPE TRAVEL TIME(MIN.) = 2.77 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<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

23 2UC10E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LDRP EIR * * 10-year Storm Event Hydrologic Analysis * * J# /17/03 * ************************************************************************** FILE NAME: 2UC10E.DAT TIME/DATE OF STUDY: 14:38 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 8.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = TIME OF CONCENTRATION ASSUMED AS 6-MIN. Page 1

24 2UC10E.RES 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 7.20 TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 7.20 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.6700 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.63 AVERAGE FLOW DEPTH(FEET) = 0.81 TRAVEL TIME(MIN.) = 2.11 Tc(MIN.) = 8.11 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.98 FLOW VELOCITY(FEET/SEC.) = 7.53 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = 8.11 PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

25 3UC10E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LDRP EIR * * 10-year Storm Event Hydrologic Analysis * * J# /17/03 * ************************************************************************** FILE NAME: 3UC10E.DAT TIME/DATE OF STUDY: 14:42 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 4.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = Page 1

26 3UC10E.RES SUBAREA RUNOFF(CFS) = 0.56 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 0.56 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.20 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.17 AVERAGE FLOW DEPTH(FEET) = 0.23 TRAVEL TIME(MIN.) = 6.54 Tc(MIN.) = SUBAREA AREA(ACRES) = 8.50 SUBAREA RUNOFF(CFS) = 5.27 TOTAL AREA(ACRES) = 9.30 PEAK FLOW RATE(CFS) = 5.82 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.29 FLOW VELOCITY(FEET/SEC.) = 1.34 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8300 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.28 AVERAGE FLOW DEPTH(FEET) = 0.38 TRAVEL TIME(MIN.) = 8.63 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.48 FLOW VELOCITY(FEET/SEC.) = 3.77 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

27 456UC10E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis * * J# /01/03 * ************************************************************************** FILE NAME: 456UC10E.DAT TIME/DATE OF STUDY: 16:01 08/20/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = Page 1

28 456UC10E.RES SUBAREA RUNOFF(CFS) = 1.44 TOTAL AREA(ACRES) = 1.82 TOTAL RUNOFF(CFS) = 1.44 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.95 AVERAGE FLOW DEPTH(FEET) = 0.26 TRAVEL TIME(MIN.) = 7.79 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.34 FLOW VELOCITY(FEET/SEC.) = 3.39 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.5600 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.04 AVERAGE FLOW DEPTH(FEET) = 1.24 TRAVEL TIME(MIN.) = 5.78 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.44 FLOW VELOCITY(FEET/SEC.) = 5.60 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.88 Page 2

29 456UC10E.RES ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 4.19 Tc(MIN.) = 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<<<<< INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 4.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 5.62 TOTAL AREA(ACRES) = 1.88 TOTAL RUNOFF(CFS) = 5.62 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.78 AVERAGE FLOW DEPTH(FEET) = 0.29 TRAVEL TIME(MIN.) = 2.39 Tc(MIN.) = 8.46 SUBAREA AREA(ACRES) = 4.42 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 6.30 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.33 FLOW VELOCITY(FEET/SEC.) = 3.12 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = Page 3

30 456UC10E.RES ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 2.45 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<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.5400 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.6000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.52 AVERAGE FLOW DEPTH(FEET) = 1.02 TRAVEL TIME(MIN.) = Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.09 FLOW VELOCITY(FEET/SEC.) = 2.63 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 RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY Page 4

31 456UC10E.RES NUMBER (CFS) (MIN.) (INCH/HOUR) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = TOTAL AREA(ACRES) = 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) = 1.48 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7000 S.C.S. CURVE NUMBER (AMC II) = 90 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 4.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 2.23 TOTAL AREA(ACRES) = 1.27 TOTAL RUNOFF(CFS) = 2.23 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7000 S.C.S. CURVE NUMBER (AMC II) = 90 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.70 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.89 AVERAGE FLOW DEPTH(FEET) = 0.67 TRAVEL TIME(MIN.) = 3.04 Tc(MIN.) = SUBAREA AREA(ACRES) = 8.30 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 9.57 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.83 FLOW VELOCITY(FEET/SEC.) = 4.43 LONGEST FLOWPATH FROM NODE TO NODE = FEET. Page 5

32 456UC10E.RES FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.94 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<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7000 S.C.S. CURVE NUMBER (AMC II) = 90 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.6200 S.C.S. CURVE NUMBER (AMC II) = 90 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 7.80 AVERAGE FLOW DEPTH(FEET) = 1.32 TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.47 FLOW VELOCITY(FEET/SEC.) = 8.33 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = Page 6

33 456UC10E.RES FLOW VELOCITY(FEET/SEC.) = 2.58 FLOW DEPTH(FEET) = 0.83 TRAVEL TIME(MIN.) = 3.23 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. 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) = 1.86 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = TOTAL AREA(ACRES) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 7

34 7UC10E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LDRP EIR * * 10-year Storm Event Hydrologic Analysis * * J# /17/03 * ************************************************************************** FILE NAME: 7UC10E.DAT TIME/DATE OF STUDY: 10:26 08/19/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 6.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = TIME OF CONCENTRATION ASSUMED AS 6-MIN. Page 1

35 7UC10E.RES 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 1.80 TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 1.80 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.8900 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.98 AVERAGE FLOW DEPTH(FEET) = 0.36 TRAVEL TIME(MIN.) = 5.53 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.46 FLOW VELOCITY(FEET/SEC.) = 5.85 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.97 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<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7600 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

36 7UC10E.RES Page 3

37 8UC10E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis * * J# /17/03 * ************************************************************************** FILE NAME: 8UC10E.DAT TIME/DATE OF STUDY: 14:44 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7100 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH Page 1

38 8UC10E.RES DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 3.63 TOTAL AREA(ACRES) = 1.90 TOTAL RUNOFF(CFS) = 3.63 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.63 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.63 PIPE TRAVEL TIME(MIN.) = 6.28 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<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7600 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

39 9UC10E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis * * J# /17/03 * ************************************************************************** FILE NAME: 9UC10E.DAT TIME/DATE OF STUDY: 14:44 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH Page 1

40 9UC10E.RES DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 5.64 TOTAL AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 5.64 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.66 AVERAGE FLOW DEPTH(FEET) = 0.25 TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 6.72 SUBAREA AREA(ACRES) = 7.30 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 9.40 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.30 FLOW VELOCITY(FEET/SEC.) = 5.37 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 2.14 Tc(MIN.) = 8.86 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7200 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = 8.86 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = 8.86 PEAK FLOW RATE(CFS) = Page 2

41 9UC10E.RES END OF RATIONAL METHOD ANALYSIS Page 3

42 10UC10E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis * * J# * ************************************************************************** FILE NAME: 10UC10E.DAT TIME/DATE OF STUDY: 14:44 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 4.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = Page 1

43 10UC10E.RES SUBAREA RUNOFF(CFS) = 1.47 TOTAL AREA(ACRES) = 1.82 TOTAL RUNOFF(CFS) = 1.47 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.26 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.30 AVERAGE FLOW DEPTH(FEET) = 0.31 TRAVEL TIME(MIN.) = 8.95 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = 9.52 TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.38 FLOW VELOCITY(FEET/SEC.) = 1.49 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

44 11XUC10E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis * * J# /01/03 * ************************************************************************** FILE NAME: 11XUC10E.DAT TIME/DATE OF STUDY: 14:53 08/20/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH Page 1

45 11XUC10E.RES DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.60 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.60 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.62 AVERAGE FLOW DEPTH(FEET) = 0.28 TRAVEL TIME(MIN.) = 3.35 Tc(MIN.) = 9.35 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.36 FLOW VELOCITY(FEET/SEC.) = 5.39 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 9.43 AVERAGE FLOW DEPTH(FEET) = 0.88 TRAVEL TIME(MIN.) = 0.92 Tc(MIN.) = SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) = 3.00 TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.90 FLOW VELOCITY(FEET/SEC.) = 9.49 LONGEST FLOWPATH FROM NODE TO NODE = FEET. 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: Page 2

46 11XUC10E.RES TIME OF CONCENTRATION(MIN.) = RAINFALL INTENSITY(INCH/HR) = 2.56 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 0.43 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.5900 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.70 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.00 AVERAGE FLOW DEPTH(FEET) = 0.42 TRAVEL TIME(MIN.) = 3.00 Tc(MIN.) = SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = 4.56 TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) = 4.99 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.53 FLOW VELOCITY(FEET/SEC.) = 3.54 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.85 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.99 PIPE TRAVEL TIME(MIN.) = 2.88 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. Page 3

47 11XUC10E.RES FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7800 S.C.S. CURVE NUMBER (AMC II) = 87 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = 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) = 1.63 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = TOTAL AREA(ACRES) = 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = FLOW VELOCITY(FEET/SEC.) = 4.51 FLOW DEPTH(FEET) = 0.62 TRAVEL TIME(MIN.) = 9.98 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 10 Page 4

48 11XUC10E.RES >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.90 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.90 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.57 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.10 AVERAGE FLOW DEPTH(FEET) = 0.21 TRAVEL TIME(MIN.) = 7.95 Tc(MIN.) = SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = 7.12 TOTAL AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) = 8.02 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.25 FLOW VELOCITY(FEET/SEC.) = 2.47 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4700 Page 5

49 11XUC10E.RES TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.32 AVERAGE FLOW DEPTH(FEET) = 1.11 TRAVEL TIME(MIN.) = 4.03 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.39 FLOW VELOCITY(FEET/SEC.) = 9.66 LONGEST FLOWPATH FROM NODE TO NODE = FEET. 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) = 1.95 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 1.80 TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 1.80 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.80 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 6.14 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< Page 6

50 11XUC10E.RES 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8200 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = 6.14 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.5300 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.61 AVERAGE FLOW DEPTH(FEET) = 1.42 TRAVEL TIME(MIN.) = 4.88 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.60 FLOW VELOCITY(FEET/SEC.) = 9.30 LONGEST FLOWPATH FROM NODE TO NODE = FEET. 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) = 2.48 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: Page 7

51 11XUC10E.RES PEAK FLOW RATE(CFS) = Tc(MIN.) = TOTAL AREA(ACRES) = 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 RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = TOTAL AREA(ACRES) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 8

52 12UC10E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis * * J# /18/03 * ************************************************************************** FILE NAME: 12UC10E.DAT TIME/DATE OF STUDY: 14:45 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH Page 1

53 12UC10E.RES DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.68 TOTAL AREA(ACRES) = 0.62 TOTAL RUNOFF(CFS) = 0.68 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.95 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.65 AVERAGE FLOW DEPTH(FEET) = 0.17 TRAVEL TIME(MIN.) = 3.82 Tc(MIN.) = SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.54 TOTAL AREA(ACRES) = 0.92 PEAK FLOW RATE(CFS) = 1.22 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.19 FLOW VELOCITY(FEET/SEC.) = 0.71 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.84 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.22 PIPE TRAVEL TIME(MIN.) = 1.74 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<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 SUBAREA AREA(ACRES) = 4.39 SUBAREA RUNOFF(CFS) = 7.50 TOTAL AREA(ACRES) = 5.31 TOTAL RUNOFF(CFS) = 8.72 TC(MIN.) = FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< Page 2

54 12UC10E.RES >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.16 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.72 PIPE TRAVEL TIME(MIN.) = 2.44 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<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8300 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 3

55 14UC10E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis * * J# /18/03 * ************************************************************************** FILE NAME: 14UC10E.DAT TIME/DATE OF STUDY: 14:46 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 0.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH Page 1

56 14UC10E.RES DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 1.21 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.21 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.75 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.21 PIPE TRAVEL TIME(MIN.) = 0.86 Tc(MIN.) = 8.81 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.81 RAINFALL INTENSITY(INCH/HR) = 2.73 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.21 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 8.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 1.34 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.34 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.3 INCHES Page 2

57 14UC10E.RES PIPE-FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.34 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 6.40 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.40 RAINFALL INTENSITY(INCH/HR) = 3.10 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.34 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 0.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = TIME OF CONCENTRATION ASSUMED AS 6-MIN. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.54 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.54 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.71 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.54 PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 6.48 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = Page 3

58 14UC10E.RES *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.5200 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.49 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.34 AVERAGE FLOW DEPTH(FEET) = 0.39 TRAVEL TIME(MIN.) = 2.25 Tc(MIN.) = 8.72 SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 3.85 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 4.39 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.48 FLOW VELOCITY(FEET/SEC.) = 3.84 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.72 RAINFALL INTENSITY(INCH/HR) = 2.74 TOTAL STREAM AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.39 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.78 Tc(MIN.) = 8.72 TOTAL AREA(ACRES) = 3.90 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.90 TC(MIN.) = 8.72 PEAK FLOW RATE(CFS) = 6.78 END OF RATIONAL METHOD ANALYSIS Page 4

59 15XUC10E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis * * J# /01/03 * ************************************************************************** FILE NAME: 15XUC10E.DAT TIME/DATE OF STUDY: 15:15 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 0.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = TIME OF CONCENTRATION ASSUMED AS 6-MIN. Page 1

60 15XUC10E.RES 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.15 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.15 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.97 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.15 PIPE TRAVEL TIME(MIN.) = 2.58 Tc(MIN.) = 8.58 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7000 S.C.S. CURVE NUMBER (AMC II) = 90 SUBAREA AREA(ACRES) = 2.13 SUBAREA RUNOFF(CFS) = 4.12 TOTAL AREA(ACRES) = 2.18 TOTAL RUNOFF(CFS) = 4.27 TC(MIN.) = 8.58 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.99 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.27 PIPE TRAVEL TIME(MIN.) = 9.40 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<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8600 S.C.S. CURVE NUMBER (AMC II) = 90 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = FLOW PROCESS FROM NODE TO NODE IS CODE = 1 Page 2

61 15XUC10E.RES >>>>>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) = 1.95 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 9.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 1.08 TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) = 1.08 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.97 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.82 AVERAGE FLOW DEPTH(FEET) = 0.19 TRAVEL TIME(MIN.) = 2.96 Tc(MIN.) = 8.96 SUBAREA AREA(ACRES) = 6.21 SUBAREA RUNOFF(CFS) = 7.56 TOTAL AREA(ACRES) = 6.57 PEAK FLOW RATE(CFS) = 8.64 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.23 FLOW VELOCITY(FEET/SEC.) = 3.22 LONGEST FLOWPATH FROM NODE TO NODE = FEET. 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 3

62 15XUC10E.RES TIME OF CONCENTRATION(MIN.) = 8.96 RAINFALL INTENSITY(INCH/HR) = 2.71 TOTAL STREAM AREA(ACRES) = 6.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.64 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = TOTAL AREA(ACRES) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.96 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. 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) = 1.90 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = Page 4

63 15XUC10E.RES ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 2.74 TOTAL AREA(ACRES) = 0.95 TOTAL RUNOFF(CFS) = 2.74 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT =.5500 S.C.S. CURVE NUMBER (AMC II) = 88 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.29 AVERAGE FLOW DEPTH(FEET) = 0.30 TRAVEL TIME(MIN.) = Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.36 FLOW VELOCITY(FEET/SEC.) = 2.60 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4800 S.C.S. CURVE NUMBER (AMC II) = 88 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.17 AVERAGE FLOW DEPTH(FEET) = 0.46 TRAVEL TIME(MIN.) = 4.99 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.51 FLOW VELOCITY(FEET/SEC.) = 2.29 LONGEST FLOWPATH FROM NODE TO NODE = FEET. 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 Page 5

64 15XUC10E.RES CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = RAINFALL INTENSITY(INCH/HR) = 1.70 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = TOTAL AREA(ACRES) = 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4700 S.C.S. CURVE NUMBER (AMC II) = 88 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = AVERAGE FLOW DEPTH(FEET) = 1.09 TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.19 FLOW VELOCITY(FEET/SEC.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 6

65 17UC10E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis * * J# /17/03 * ************************************************************************** FILE NAME: 17UC10E.DAT TIME/DATE OF STUDY: 14:47 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 3.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = TIME OF CONCENTRATION ASSUMED AS 6-MIN. Page 1

66 17UC10E.RES 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.62 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 0.62 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.5000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.80 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = AVERAGE FLOW DEPTH(FEET) = 0.31 TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 6.42 SUBAREA AREA(ACRES) = 5.40 SUBAREA RUNOFF(CFS) = 8.35 TOTAL AREA(ACRES) = 5.63 PEAK FLOW RATE(CFS) = 8.97 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.39 FLOW VELOCITY(FEET/SEC.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 5.63 TC(MIN.) = 6.42 PEAK FLOW RATE(CFS) = 8.97 END OF RATIONAL METHOD ANALYSIS Page 2

67 18UC10E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis * * J# /18/03 * ************************************************************************** FILE NAME: 18UC10E.DAT TIME/DATE OF STUDY: 14:47 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 4.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = TIME OF CONCENTRATION ASSUMED AS 6-MIN. Page 1

68 18UC10E.RES 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 1.74 TOTAL AREA(ACRES) = 0.58 TOTAL RUNOFF(CFS) = 1.74 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.64 AVERAGE FLOW DEPTH(FEET) = 0.34 TRAVEL TIME(MIN.) = Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.42 FLOW VELOCITY(FEET/SEC.) = 3.01 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

69 19UC10E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis * * J# /18/03 * ************************************************************************** FILE NAME: 19UC10E.DAT TIME/DATE OF STUDY: 14:48 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 0.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = TIME OF CONCENTRATION ASSUMED AS 6-MIN. Page 1

70 19UC10E.RES 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.43 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.43 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.43 PIPE TRAVEL TIME(MIN.) = 2.45 Tc(MIN.) = 8.45 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 SUBAREA AREA(ACRES) = 6.47 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 6.63 TOTAL RUNOFF(CFS) = TC(MIN.) = 8.45 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 6.63 TC(MIN.) = 8.45 PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

71 21UC10E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LDRP EIR * * 10-year Storm Event Hydrologic Analysis * * J# /17/03 * ************************************************************************** FILE NAME: 21UC10E.DAT TIME/DATE OF STUDY: 14:48 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7000 S.C.S. CURVE NUMBER (AMC II) = 90 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = Page 1

72 21UC10E.RES SUBAREA RUNOFF(CFS) = 1.51 TOTAL AREA(ACRES) = 0.92 TOTAL RUNOFF(CFS) = 1.51 FLOW PROCESS FROM NODE TO NODE IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.6800 S.C.S. CURVE NUMBER (AMC II) = 90 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 7.66 AVERAGE FLOW DEPTH(FEET) = 0.41 TRAVEL TIME(MIN.) = Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.53 FLOW VELOCITY(FEET/SEC.) = 9.06 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

73 22UC10E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis * * J# /17/03 * ************************************************************************** FILE NAME: 22UC10E.DAT TIME/DATE OF STUDY: 14:48 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH Page 1

74 22UC10E.RES DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 1.89 TOTAL AREA(ACRES) = 1.96 TOTAL RUNOFF(CFS) = 1.89 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.74 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.38 AVERAGE FLOW DEPTH(FEET) = 0.29 TRAVEL TIME(MIN.) = 0.91 Tc(MIN.) = SUBAREA AREA(ACRES) = 1.81 SUBAREA RUNOFF(CFS) = 1.70 TOTAL AREA(ACRES) = 3.77 PEAK FLOW RATE(CFS) = 3.58 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.32 FLOW VELOCITY(FEET/SEC.) = 6.86 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.6100 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = AVERAGE FLOW DEPTH(FEET) = 0.70 TRAVEL TIME(MIN.) = 0.89 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.87 FLOW VELOCITY(FEET/SEC.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

75 22UC10E.RES Page 3

76 23UC10E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis * * J# /27/03 * ************************************************************************** FILE NAME: 23UC10E.DAT TIME/DATE OF STUDY: 14:49 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 9.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH Page 1

77 23UC10E.RES DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.22 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4800 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.06 AVERAGE FLOW DEPTH(FEET) = 0.30 TRAVEL TIME(MIN.) = 7.34 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.39 FLOW VELOCITY(FEET/SEC.) = 3.64 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

78 24UC10E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis * * J# /18/03 * ************************************************************************** FILE NAME: 24UC10E.DAT TIME/DATE OF STUDY: 10:26 08/19/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 0.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = TIME OF CONCENTRATION ASSUMED AS 6-MIN. Page 1

79 24UC10E.RES 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.27 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.94 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.27 PIPE TRAVEL TIME(MIN.) = 1.48 Tc(MIN.) = 7.48 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.6400 SUBAREA AREA(ACRES) = 3.70 SUBAREA RUNOFF(CFS) = 6.93 TOTAL AREA(ACRES) = 3.80 TOTAL RUNOFF(CFS) = 7.20 TC(MIN.) = 7.48 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.20 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.20 PIPE TRAVEL TIME(MIN.) = 2.88 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<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.5700 SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = 6.39 TOTAL AREA(ACRES) = 8.20 TOTAL RUNOFF(CFS) = TC(MIN.) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 8.20 TC(MIN.) = Page 2

80 24UC10E.RES PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 3

81 25UC10E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis * * J# /18/03 * ************************************************************************** FILE NAME: 25UC10E.DAT TIME/DATE OF STUDY: 14:50 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = Page 1

82 25UC10E.RES SUBAREA RUNOFF(CFS) = 3.02 TOTAL AREA(ACRES) = 1.34 TOTAL RUNOFF(CFS) = 3.02 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.91 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.26 AVERAGE FLOW DEPTH(FEET) = 0.23 TRAVEL TIME(MIN.) = 3.32 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.28 FLOW VELOCITY(FEET/SEC.) = 3.73 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

83 26UC10E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis * * J# /27/03 * ************************************************************************** FILE NAME: 26UC10E.DAT TIME/DATE OF STUDY: 14:50 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH Page 1

84 26UC10E.RES DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.57 TOTAL AREA(ACRES) = 0.67 TOTAL RUNOFF(CFS) = 0.57 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.05 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.83 AVERAGE FLOW DEPTH(FEET) = 0.15 TRAVEL TIME(MIN.) = 7.73 Tc(MIN.) = SUBAREA AREA(ACRES) = 4.19 SUBAREA RUNOFF(CFS) = 2.95 TOTAL AREA(ACRES) = 4.86 PEAK FLOW RATE(CFS) = 3.52 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.19 FLOW VELOCITY(FEET/SEC.) = 2.03 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.86 TC(MIN.) = PEAK FLOW RATE(CFS) = 3.52 END OF RATIONAL METHOD ANALYSIS Page 2

85 27UC10E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis * * J# /27/03 * ************************************************************************** FILE NAME: 27UC10E.DAT TIME/DATE OF STUDY: 14:50 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH Page 1

86 27UC10E.RES DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.70 TOTAL AREA(ACRES) = 0.56 TOTAL RUNOFF(CFS) = 0.70 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.69 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.46 AVERAGE FLOW DEPTH(FEET) = 0.15 TRAVEL TIME(MIN.) = 3.05 Tc(MIN.) = SUBAREA AREA(ACRES) = 3.58 SUBAREA RUNOFF(CFS) = 3.93 TOTAL AREA(ACRES) = 4.14 PEAK FLOW RATE(CFS) = 4.64 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.18 FLOW VELOCITY(FEET/SEC.) = 2.85 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.14 TC(MIN.) = PEAK FLOW RATE(CFS) = 4.64 END OF RATIONAL METHOD ANALYSIS Page 2

87 28UC10E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis * * J# /27/03 * ************************************************************************** FILE NAME: 28UC10E.DAT TIME/DATE OF STUDY: 14:50 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.7000 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = Page 1

88 28UC10E.RES SUBAREA RUNOFF(CFS) = 1.95 TOTAL AREA(ACRES) = 1.17 TOTAL RUNOFF(CFS) = 1.95 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.7000 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.70 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.67 AVERAGE FLOW DEPTH(FEET) = 0.22 TRAVEL TIME(MIN.) = 5.81 Tc(MIN.) = SUBAREA AREA(ACRES) = 6.89 SUBAREA RUNOFF(CFS) = 9.43 TOTAL AREA(ACRES) = 8.06 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.27 FLOW VELOCITY(FEET/SEC.) = 3.08 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 8.06 TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

89 29UC10E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis * * J# /27/03 * ************************************************************************** FILE NAME: 29UC10E.DAT TIME/DATE OF STUDY: 14:51 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7000 S.C.S. CURVE NUMBER (AMC II) = 90 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 6.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = Page 1

90 29UC10E.RES SUBAREA RUNOFF(CFS) = 1.51 TOTAL AREA(ACRES) = 0.93 TOTAL RUNOFF(CFS) = 1.51 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7000 S.C.S. CURVE NUMBER (AMC II) = 90 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.47 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.62 AVERAGE FLOW DEPTH(FEET) = 0.20 TRAVEL TIME(MIN.) = 3.64 Tc(MIN.) = SUBAREA AREA(ACRES) = 8.29 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 9.22 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.26 FLOW VELOCITY(FEET/SEC.) = 4.07 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 9.22 TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

91 30UC10E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis * * J# /01/03 * ************************************************************************** FILE NAME: 30UC10E.DAT TIME/DATE OF STUDY: 14:52 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 8.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH Page 1

92 30UC10E.RES DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 1.56 TOTAL AREA(ACRES) = 0.52 TOTAL RUNOFF(CFS) = 1.56 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.69 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.01 AVERAGE FLOW DEPTH(FEET) = 0.23 TRAVEL TIME(MIN.) = 1.44 Tc(MIN.) = 7.44 SUBAREA AREA(ACRES) = 4.91 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 5.43 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.29 FLOW VELOCITY(FEET/SEC.) = 3.40 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 5.43 TC(MIN.) = 7.44 PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

93 APPENDIX B EXISTING CONDITION RATIONAL METHOD ANALYSIS FOR THE 100-YEAR STORM EVENT May 2004

94

95 1UC100E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis * * J# /18/03 * ************************************************************************** FILE NAME: 1UC100E.DAT TIME/DATE OF STUDY: 12:23 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

96 1UC100E.RES *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.6900 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 6.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 7.71 TOTAL AREA(ACRES) = 3.30 TOTAL RUNOFF(CFS) = 7.71 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.71 PIPE TRAVEL TIME(MIN.) = 2.55 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<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

97 2UC100E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LDRP EIR * * 100-year Storm Event Hydrologic Analysis * * J# /18/03 * ************************************************************************** FILE NAME: 2UC100E.DAT TIME/DATE OF STUDY: 12:27 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

98 2UC100E.RES INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 8.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 9.60 TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 9.60 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.6700 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 7.18 AVERAGE FLOW DEPTH(FEET) = 0.91 TRAVEL TIME(MIN.) = 1.95 Tc(MIN.) = 7.95 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.10 FLOW VELOCITY(FEET/SEC.) = 8.15 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = 7.95 PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

99 3UC100E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 9275 SKYPARK COURT, SUITE 200 SAN DIEGO, CA ************************** DESCRIPTION OF STUDY ************************** * UCSD LDRP EIR * * 100-year Storm Event Hydrologic Analysis * * J# /18/03 * ************************************************************************** FILE NAME: 3UC100E.DAT TIME/DATE OF STUDY: 11:04 09/02/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

100 3UC100E.RES RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 4.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.76 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 0.76 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.42 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.27 AVERAGE FLOW DEPTH(FEET) = 0.26 TRAVEL TIME(MIN.) = 6.06 Tc(MIN.) = SUBAREA AREA(ACRES) = 8.50 SUBAREA RUNOFF(CFS) = 7.30 TOTAL AREA(ACRES) = 9.30 PEAK FLOW RATE(CFS) = 8.06 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.33 FLOW VELOCITY(FEET/SEC.) = 1.47 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8300 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.56 AVERAGE FLOW DEPTH(FEET) = 0.44 TRAVEL TIME(MIN.) = 7.95 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.54 FLOW VELOCITY(FEET/SEC.) = 4.10 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: Page 2

101 3UC100E.RES TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 3

102 456U100E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis * * J# /01/03 * ************************************************************************** FILE NAME: 456U100E.DAT TIME/DATE OF STUDY: 16:00 08/20/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

103 456U100E.RES RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 1.95 TOTAL AREA(ACRES) = 1.82 TOTAL RUNOFF(CFS) = 1.95 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.16 AVERAGE FLOW DEPTH(FEET) = 0.30 TRAVEL TIME(MIN.) = 7.28 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.38 FLOW VELOCITY(FEET/SEC.) = 3.74 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.5600 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.50 AVERAGE FLOW DEPTH(FEET) = 1.40 TRAVEL TIME(MIN.) = 5.30 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.64 FLOW VELOCITY(FEET/SEC.) = 6.04 LONGEST FLOWPATH FROM NODE TO NODE = FEET. Page 2

104 456U100E.RES FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 51.0 INCH PIPE IS 36.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.48 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 3.86 Tc(MIN.) = 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<<<<< INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 4.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 7.50 TOTAL AREA(ACRES) = 1.88 TOTAL RUNOFF(CFS) = 7.50 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.95 AVERAGE FLOW DEPTH(FEET) = 0.32 TRAVEL TIME(MIN.) = 2.26 Tc(MIN.) = 8.33 SUBAREA AREA(ACRES) = 4.42 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 6.30 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.38 FLOW VELOCITY(FEET/SEC.) = 3.29 LONGEST FLOWPATH FROM NODE TO NODE = FEET. Page 3

105 456U100E.RES FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 21.0 INCH PIPE IS 17.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 2.35 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<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.5400 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.6000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.71 AVERAGE FLOW DEPTH(FEET) = 1.15 TRAVEL TIME(MIN.) = Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.23 FLOW VELOCITY(FEET/SEC.) = 2.85 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 RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) LONGEST FLOWPATH FROM NODE TO NODE = FEET. Page 4

106 456U100E.RES ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = TOTAL AREA(ACRES) = 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) = 2.08 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7000 S.C.S. CURVE NUMBER (AMC II) = 90 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 4.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 3.01 TOTAL AREA(ACRES) = 1.27 TOTAL RUNOFF(CFS) = 3.01 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7000 S.C.S. CURVE NUMBER (AMC II) = 90 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.20 AVERAGE FLOW DEPTH(FEET) = 0.76 TRAVEL TIME(MIN.) = 2.82 Page 5

107 456U100E.RES Tc(MIN.) = SUBAREA AREA(ACRES) = 8.30 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 9.57 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.94 FLOW VELOCITY(FEET/SEC.) = 4.85 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.85 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<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7000 S.C.S. CURVE NUMBER (AMC II) = 90 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.6200 S.C.S. CURVE NUMBER (AMC II) = 90 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.49 AVERAGE FLOW DEPTH(FEET) = 1.51 TRAVEL TIME(MIN.) = 1.65 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.68 FLOW VELOCITY(FEET/SEC.) = 9.11 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 51 Page 6

108 456U100E.RES >>>>>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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = FLOW VELOCITY(FEET/SEC.) = 2.83 FLOW DEPTH(FEET) = 0.95 TRAVEL TIME(MIN.) = 2.95 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. 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) = 2.60 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = TOTAL AREA(ACRES) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 7

109 7UC100E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis * * J# /18/03 * ************************************************************************** FILE NAME: 7UC100E.DAT TIME/DATE OF STUDY: 10:17 08/19/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

110 7UC100E.RES INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 6.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 2.40 TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 2.40 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8900 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.36 AVERAGE FLOW DEPTH(FEET) = 0.41 TRAVEL TIME(MIN.) = 5.13 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.52 FLOW VELOCITY(FEET/SEC.) = 6.43 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.90 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<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7600 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = Page 2

111 7UC100E.RES TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 3

112 8UC100E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis * * J# /18/03 * ************************************************************************** FILE NAME: 8UC100E.DAT TIME/DATE OF STUDY: 12:35 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

113 8UC100E.RES *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7100 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 4.90 TOTAL AREA(ACRES) = 1.90 TOTAL RUNOFF(CFS) = 4.90 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.20 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.90 PIPE TRAVEL TIME(MIN.) = 5.79 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<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7600 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

114 9UC100E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis * * J# /17/03 * ************************************************************************** FILE NAME: 9UC100E.DAT TIME/DATE OF STUDY: 12:36 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

115 9UC100E.RES COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 7.51 TOTAL AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 7.51 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.97 AVERAGE FLOW DEPTH(FEET) = 0.29 TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 6.67 SUBAREA AREA(ACRES) = 7.30 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 9.40 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.34 FLOW VELOCITY(FEET/SEC.) = 5.67 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 1.99 Tc(MIN.) = 8.66 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7200 Page 2

116 9UC100E.RES SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = 8.66 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = 8.66 PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 3

117 10UC100E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LDRP EIR * * 100-year Storm Event Hydrologic Analysis * * J# /17/03 * ************************************************************************** FILE NAME: 10UC100E.DAT TIME/DATE OF STUDY: 12:37 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

118 10UC100E.RES RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 4.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 2.00 TOTAL AREA(ACRES) = 1.82 TOTAL RUNOFF(CFS) = 2.00 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.65 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.43 AVERAGE FLOW DEPTH(FEET) = 0.35 TRAVEL TIME(MIN.) = 8.17 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.43 FLOW VELOCITY(FEET/SEC.) = 1.63 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

119 11XU100E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis * * J# /01/03 * ************************************************************************** FILE NAME: 11XU100E.DAT TIME/DATE OF STUDY: 14:51 08/20/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

120 11XU100E.RES INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.80 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.80 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.92 AVERAGE FLOW DEPTH(FEET) = 0.32 TRAVEL TIME(MIN.) = 3.15 Tc(MIN.) = 9.15 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.40 FLOW VELOCITY(FEET/SEC.) = 5.93 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = AVERAGE FLOW DEPTH(FEET) = 0.99 TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) = 4.04 TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.00 FLOW VELOCITY(FEET/SEC.) = Page 2

121 11XU100E.RES LONGEST FLOWPATH FROM NODE TO NODE = FEET. 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) = 3.45 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.59 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 0.59 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.5900 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.69 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.26 AVERAGE FLOW DEPTH(FEET) = 0.48 TRAVEL TIME(MIN.) = 2.76 Tc(MIN.) = SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = 6.23 TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) = 6.82 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.60 FLOW VELOCITY(FEET/SEC.) = 3.79 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Page 3

122 11XU100E.RES FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.82 PIPE TRAVEL TIME(MIN.) = 2.64 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<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7800 S.C.S. CURVE NUMBER (AMC II) = 87 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = 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) = 2.24 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = TOTAL AREA(ACRES) = 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 = Page 4

123 11XU100E.RES CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = FLOW VELOCITY(FEET/SEC.) = 4.83 FLOW DEPTH(FEET) = 0.70 TRAVEL TIME(MIN.) = 9.31 Tc(MIN.) = 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<<<<< INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 1.20 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 1.20 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.37 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.33 AVERAGE FLOW DEPTH(FEET) = 0.23 TRAVEL TIME(MIN.) = 7.14 Tc(MIN.) = SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.29 FLOW VELOCITY(FEET/SEC.) = 2.67 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)<<<<< Page 5

124 11XU100E.RES ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4700 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 9.17 AVERAGE FLOW DEPTH(FEET) = 1.27 TRAVEL TIME(MIN.) = 3.66 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.59 FLOW VELOCITY(FEET/SEC.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. 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) = 2.82 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 2.40 TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 2.40 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = Page 6

125 11XU100E.RES ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.40 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 6.13 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8200 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = 6.13 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.5300 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 9.27 AVERAGE FLOW DEPTH(FEET) = 1.58 TRAVEL TIME(MIN.) = 4.53 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.79 FLOW VELOCITY(FEET/SEC.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. 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) = 3.39 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO Page 7

126 11XU100E.RES CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = TOTAL AREA(ACRES) = 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 RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = TOTAL AREA(ACRES) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 8

127 12UC100P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /23/03 * ************************************************************************** FILE NAME: 12UC100P.DAT TIME/DATE OF STUDY: 16:52 08/18/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

128 12UC100P.RES COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 2.22 TOTAL AREA(ACRES) = 0.62 TOTAL RUNOFF(CFS) = 2.22 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.69 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.87 AVERAGE FLOW DEPTH(FEET) = 0.25 TRAVEL TIME(MIN.) = 2.88 Tc(MIN.) = 8.88 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.93 TOTAL AREA(ACRES) = 0.92 PEAK FLOW RATE(CFS) = 3.15 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.26 FLOW VELOCITY(FEET/SEC.) = 0.90 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.00 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.15 PIPE 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<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 Page 2

129 12UC100P.RES SUBAREA AREA(ACRES) = 4.39 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 5.31 TOTAL RUNOFF(CFS) = TC(MIN.) = FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.19 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 2.14 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<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8300 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 3

130 14UC100E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis * * J# /18/03 * ************************************************************************** FILE NAME: 14UC100E.DAT TIME/DATE OF STUDY: 12:39 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

131 14UC100E.RES COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 0.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 1.63 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.63 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.54 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.63 PIPE TRAVEL TIME(MIN.) = 0.79 Tc(MIN.) = 8.73 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.73 RAINFALL INTENSITY(INCH/HR) = 3.69 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.63 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 8.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 1.79 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.79 Page 2

132 14UC100E.RES FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.79 PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 6.37 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.37 RAINFALL INTENSITY(INCH/HR) = 4.14 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.79 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 0.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.72 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.72 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.34 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.72 PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 6.44 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 51 Page 3

133 14UC100E.RES >>>>>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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.5200 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.37 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.61 AVERAGE FLOW DEPTH(FEET) = 0.43 TRAVEL TIME(MIN.) = 2.08 Tc(MIN.) = 8.52 SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 5.24 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 5.95 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.54 FLOW VELOCITY(FEET/SEC.) = 4.10 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.52 RAINFALL INTENSITY(INCH/HR) = 3.73 TOTAL STREAM AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.95 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.18 Tc(MIN.) = 8.52 TOTAL AREA(ACRES) = 3.90 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.90 TC(MIN.) = 8.52 PEAK FLOW RATE(CFS) = 9.18 Page 4

134 END OF RATIONAL METHOD ANALYSIS 14UC100E.RES Page 5

135 15XU100E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis * * J# /01/03 * ************************************************************************** FILE NAME: 15XU100E.DAT TIME/DATE OF STUDY: 12:40 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

136 15XU100E.RES INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 0.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.20 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.20 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.28 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.20 PIPE TRAVEL TIME(MIN.) = 2.34 Tc(MIN.) = 8.34 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7000 S.C.S. CURVE NUMBER (AMC II) = 90 SUBAREA AREA(ACRES) = 2.13 SUBAREA RUNOFF(CFS) = 5.61 TOTAL AREA(ACRES) = 2.18 TOTAL RUNOFF(CFS) = 5.81 TC(MIN.) = 8.34 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.24 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.81 PIPE TRAVEL TIME(MIN.) = 8.84 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<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = Page 2

137 15XU100E.RES *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8600 S.C.S. CURVE NUMBER (AMC II) = 90 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = 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) = 2.78 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 9.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 1.44 TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) = 1.44 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.73 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.09 AVERAGE FLOW DEPTH(FEET) = 0.21 TRAVEL TIME(MIN.) = 2.70 Tc(MIN.) = 8.70 SUBAREA AREA(ACRES) = 6.21 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 6.57 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.26 FLOW VELOCITY(FEET/SEC.) = 3.58 LONGEST FLOWPATH FROM NODE TO NODE = FEET. Page 3

138 15XU100E.RES 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.) = 8.70 RAINFALL INTENSITY(INCH/HR) = 3.70 TOTAL STREAM AREA(ACRES) = 6.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = TOTAL AREA(ACRES) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. 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) = 2.69 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 Page 4

139 15XU100E.RES >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 3.66 TOTAL AREA(ACRES) = 0.95 TOTAL RUNOFF(CFS) = 3.66 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT =.5500 S.C.S. CURVE NUMBER (AMC II) = 88 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.55 AVERAGE FLOW DEPTH(FEET) = 0.34 TRAVEL TIME(MIN.) = Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.41 FLOW VELOCITY(FEET/SEC.) = 2.90 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4800 S.C.S. CURVE NUMBER (AMC II) = 88 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.36 AVERAGE FLOW DEPTH(FEET) = 0.53 TRAVEL TIME(MIN.) = 4.59 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.58 FLOW VELOCITY(FEET/SEC.) = 2.51 Page 5

140 15XU100E.RES LONGEST FLOWPATH FROM NODE TO NODE = FEET. 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) = 2.40 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = TOTAL AREA(ACRES) = 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4700 S.C.S. CURVE NUMBER (AMC II) = 88 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = AVERAGE FLOW DEPTH(FEET) = 1.24 TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.35 FLOW VELOCITY(FEET/SEC.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = Page 6

141 15XU100E.RES END OF RATIONAL METHOD ANALYSIS Page 7

142 17UC100E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis -- Existing Condition * * J# /18/03 * ************************************************************************** FILE NAME: 17UC100E.DAT TIME/DATE OF STUDY: 12:41 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

143 17UC100E.RES COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 3.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.82 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 0.82 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.5000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.42 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = AVERAGE FLOW DEPTH(FEET) = 0.35 TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 6.39 SUBAREA AREA(ACRES) = 5.40 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 5.63 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.44 FLOW VELOCITY(FEET/SEC.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 5.63 TC(MIN.) = 6.39 PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

144 18UC100E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis * * J# /18/03 * ************************************************************************** FILE NAME: 18UC100E.DAT TIME/DATE OF STUDY: 12:41 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

145 18UC100E.RES INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 4.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 2.27 TOTAL AREA(ACRES) = 0.58 TOTAL RUNOFF(CFS) = 2.27 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.87 AVERAGE FLOW DEPTH(FEET) = 0.38 TRAVEL TIME(MIN.) = 9.28 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.48 FLOW VELOCITY(FEET/SEC.) = 3.33 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

146 19UC100E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis * * J# /18/03 * ************************************************************************** FILE NAME: 19UC100E.DAT TIME/DATE OF STUDY: 09:49 08/19/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

147 19UC100E.RES *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 0.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.57 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.57 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.93 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.57 PIPE TRAVEL TIME(MIN.) = 2.25 Tc(MIN.) = 8.25 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 SUBAREA AREA(ACRES) = 6.47 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 6.63 TOTAL RUNOFF(CFS) = TC(MIN.) = 8.25 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 6.63 TC(MIN.) = 8.25 PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

148 21UC100E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis * * J# /18/03 * ************************************************************************** FILE NAME: 21UC100E.DAT TIME/DATE OF STUDY: 12:42 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

149 21UC100E.RES MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7000 S.C.S. CURVE NUMBER (AMC II) = 90 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 2.08 TOTAL AREA(ACRES) = 0.92 TOTAL RUNOFF(CFS) = 2.08 FLOW PROCESS FROM NODE TO NODE IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.6800 S.C.S. CURVE NUMBER (AMC II) = 90 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.33 AVERAGE FLOW DEPTH(FEET) = 0.47 TRAVEL TIME(MIN.) = Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.60 FLOW VELOCITY(FEET/SEC.) = 9.82 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

150 22UC100E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis * * J# /18/03 * ************************************************************************** FILE NAME: 22UC100E.DAT TIME/DATE OF STUDY: 12:43 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

151 22UC100E.RES RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 2.67 TOTAL AREA(ACRES) = 1.96 TOTAL RUNOFF(CFS) = 2.67 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.87 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.98 AVERAGE FLOW DEPTH(FEET) = 0.33 TRAVEL TIME(MIN.) = 0.84 Tc(MIN.) = SUBAREA AREA(ACRES) = 1.81 SUBAREA RUNOFF(CFS) = 2.40 TOTAL AREA(ACRES) = 3.77 PEAK FLOW RATE(CFS) = 5.06 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.37 FLOW VELOCITY(FEET/SEC.) = 7.44 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.6100 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = AVERAGE FLOW DEPTH(FEET) = 0.80 TRAVEL TIME(MIN.) = 0.82 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.99 FLOW VELOCITY(FEET/SEC.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. Page 2

152 22UC100E.RES END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 3

153 23UC100E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis * * J# /27/03 * ************************************************************************** FILE NAME: 23UC100E.DAT TIME/DATE OF STUDY: 09:13 08/22/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

154 23UC100E.RES RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 9.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.30 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.30 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4800 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.34 AVERAGE FLOW DEPTH(FEET) = 0.34 TRAVEL TIME(MIN.) = 6.73 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.44 FLOW VELOCITY(FEET/SEC.) = 3.96 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

155 24UC100E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis * * J# /18/03 * ************************************************************************** FILE NAME: 24UC100E.DAT TIME/DATE OF STUDY: 10:18 08/19/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

156 24UC100E.RES COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 0.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.36 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.36 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.34 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.36 PIPE TRAVEL TIME(MIN.) = 1.34 Tc(MIN.) = 7.34 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.6400 SUBAREA AREA(ACRES) = 3.70 SUBAREA RUNOFF(CFS) = 9.36 TOTAL AREA(ACRES) = 3.80 TOTAL RUNOFF(CFS) = 9.72 TC(MIN.) = 7.34 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.66 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.72 PIPE TRAVEL TIME(MIN.) = 2.65 Tc(MIN.) = 9.99 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = Page 2

157 24UC100E.RES *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.5700 SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = 8.66 TOTAL AREA(ACRES) = 8.20 TOTAL RUNOFF(CFS) = TC(MIN.) = 9.99 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 8.20 TC(MIN.) = 9.99 PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 3

158 25UC100E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis * * J# /18/03 * ************************************************************************** FILE NAME: 25UC100E.DAT TIME/DATE OF STUDY: 12:44 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

159 25UC100E.RES COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 4.06 TOTAL AREA(ACRES) = 1.34 TOTAL RUNOFF(CFS) = 4.06 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.50 AVERAGE FLOW DEPTH(FEET) = 0.26 TRAVEL TIME(MIN.) = 3.10 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.32 FLOW VELOCITY(FEET/SEC.) = 4.00 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

160 26UC100E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis * * J# /27/03 * ************************************************************************** FILE NAME: 26UC100E.DAT TIME/DATE OF STUDY: 12:45 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

161 26UC100E.RES RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.78 TOTAL AREA(ACRES) = 0.67 TOTAL RUNOFF(CFS) = 0.78 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.81 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.93 AVERAGE FLOW DEPTH(FEET) = 0.17 TRAVEL TIME(MIN.) = 7.34 Tc(MIN.) = SUBAREA AREA(ACRES) = 4.19 SUBAREA RUNOFF(CFS) = 4.05 TOTAL AREA(ACRES) = 4.86 PEAK FLOW RATE(CFS) = 4.83 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.21 FLOW VELOCITY(FEET/SEC.) = 2.21 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.86 TC(MIN.) = PEAK FLOW RATE(CFS) = 4.83 END OF RATIONAL METHOD ANALYSIS Page 2

162 27UC100E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis * * J# /27/03 * ************************************************************************** FILE NAME: 27UC100E.DAT TIME/DATE OF STUDY: 12:45 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

163 27UC100E.RES *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.95 TOTAL AREA(ACRES) = 0.56 TOTAL RUNOFF(CFS) = 0.95 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.65 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.68 AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 2.80 Tc(MIN.) = SUBAREA AREA(ACRES) = 3.58 SUBAREA RUNOFF(CFS) = 5.39 TOTAL AREA(ACRES) = 4.14 PEAK FLOW RATE(CFS) = 6.34 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.20 FLOW VELOCITY(FEET/SEC.) = 3.07 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.14 TC(MIN.) = PEAK FLOW RATE(CFS) = 6.34 END OF RATIONAL METHOD ANALYSIS Page 2

164 28UC100E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis * * J# /27/03 * ************************************************************************** FILE NAME: 28UC100E.DAT TIME/DATE OF STUDY: 12:46 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

165 28UC100E.RES *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.7000 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 2.68 TOTAL AREA(ACRES) = 1.17 TOTAL RUNOFF(CFS) = 2.68 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.7000 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.39 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.90 AVERAGE FLOW DEPTH(FEET) = 0.25 TRAVEL TIME(MIN.) = 5.35 Tc(MIN.) = SUBAREA AREA(ACRES) = 6.89 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 8.06 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.31 FLOW VELOCITY(FEET/SEC.) = 3.33 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 8.06 TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

166 29UC100E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis * * J# /27/03 * ************************************************************************** FILE NAME: 29UC100E.DAT TIME/DATE OF STUDY: 12:46 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

167 29UC100E.RES MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7000 S.C.S. CURVE NUMBER (AMC II) = 90 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 6.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 2.09 TOTAL AREA(ACRES) = 0.93 TOTAL RUNOFF(CFS) = 2.09 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7000 S.C.S. CURVE NUMBER (AMC II) = 90 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.86 AVERAGE FLOW DEPTH(FEET) = 0.23 TRAVEL TIME(MIN.) = 3.41 Tc(MIN.) = SUBAREA AREA(ACRES) = 8.29 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 9.22 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.29 FLOW VELOCITY(FEET/SEC.) = 4.42 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 9.22 TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

168 30UC100E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis * * J# /01/03 * ************************************************************************** FILE NAME: 30UC100E.DAT TIME/DATE OF STUDY: 12:47 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

169 30UC100E.RES INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 8.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 2.08 TOTAL AREA(ACRES) = 0.52 TOTAL RUNOFF(CFS) = 2.08 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.19 AVERAGE FLOW DEPTH(FEET) = 0.25 TRAVEL TIME(MIN.) = 1.36 Tc(MIN.) = 7.36 SUBAREA AREA(ACRES) = 4.91 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 5.43 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.32 FLOW VELOCITY(FEET/SEC.) = 3.68 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 5.43 TC(MIN.) = 7.36 PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

170

171 APPENDIX C DEVELOPED CONDITION RATIONAL METHOD ANALYSIS FOR THE 10-YEAR STORM EVENT May 2004

172

173 1UC10P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /23/03 * ************************************************************************** FILE NAME: 1UC10P.DAT TIME/DATE OF STUDY: 07:59 08/18/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 6.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = Page 1

174 1UC10P.RES SUBAREA RUNOFF(CFS) = 8.63 TOTAL AREA(ACRES) = 3.30 TOTAL RUNOFF(CFS) = 8.63 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.63 PIPE TRAVEL TIME(MIN.) = 2.74 Tc(MIN.) = 9.27 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = 9.27 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = 9.27 PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

175 2UC10P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LDRP EIR * * 10-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /23/03 * ************************************************************************** FILE NAME: 2UC10P.DAT TIME/DATE OF STUDY: 07:59 08/18/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 8.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = TIME OF CONCENTRATION ASSUMED AS 6-MIN. Page 1

176 2UC10P.RES 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 7.20 TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 7.20 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.6700 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.63 AVERAGE FLOW DEPTH(FEET) = 0.81 TRAVEL TIME(MIN.) = 2.11 Tc(MIN.) = 8.11 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.98 FLOW VELOCITY(FEET/SEC.) = 7.53 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = 8.11 PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

177 3UC10P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LDRP EIR * * 10-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /23/03 * ************************************************************************** FILE NAME: 3UC10P.DAT TIME/DATE OF STUDY: 08:00 08/18/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 4.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = Page 1

178 3UC10P.RES SUBAREA RUNOFF(CFS) = 0.56 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 0.56 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.20 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.17 AVERAGE FLOW DEPTH(FEET) = 0.23 TRAVEL TIME(MIN.) = 6.54 Tc(MIN.) = SUBAREA AREA(ACRES) = 8.50 SUBAREA RUNOFF(CFS) = 5.27 TOTAL AREA(ACRES) = 9.30 PEAK FLOW RATE(CFS) = 5.82 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.29 FLOW VELOCITY(FEET/SEC.) = 1.34 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8300 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.28 AVERAGE FLOW DEPTH(FEET) = 0.38 TRAVEL TIME(MIN.) = 8.63 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.48 FLOW VELOCITY(FEET/SEC.) = 3.77 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

179 456UC10P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /28/03 * ************************************************************************** FILE NAME: 456UC10P.DAT TIME/DATE OF STUDY: 08:00 08/18/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = Page 1

180 456UC10P.RES SUBAREA RUNOFF(CFS) = 1.44 TOTAL AREA(ACRES) = 1.82 TOTAL RUNOFF(CFS) = 1.44 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.95 AVERAGE FLOW DEPTH(FEET) = 0.26 TRAVEL TIME(MIN.) = 7.79 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.34 FLOW VELOCITY(FEET/SEC.) = 3.39 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.5600 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.04 AVERAGE FLOW DEPTH(FEET) = 1.24 TRAVEL TIME(MIN.) = 5.78 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.44 FLOW VELOCITY(FEET/SEC.) = 5.60 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.88 Page 2

181 456UC10P.RES ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 4.19 Tc(MIN.) = 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<<<<< INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 4.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 5.62 TOTAL AREA(ACRES) = 1.88 TOTAL RUNOFF(CFS) = 5.62 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.78 AVERAGE FLOW DEPTH(FEET) = 0.29 TRAVEL TIME(MIN.) = 2.39 Tc(MIN.) = 8.46 SUBAREA AREA(ACRES) = 4.42 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 6.30 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.33 FLOW VELOCITY(FEET/SEC.) = 3.12 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = Page 3

182 456UC10P.RES ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 2.45 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<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8400 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.6000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.72 AVERAGE FLOW DEPTH(FEET) = 1.15 TRAVEL TIME(MIN.) = Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.21 FLOW VELOCITY(FEET/SEC.) = 2.82 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 RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY Page 4

183 456UC10P.RES NUMBER (CFS) (MIN.) (INCH/HOUR) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = TOTAL AREA(ACRES) = 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) = 1.52 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7000 S.C.S. CURVE NUMBER (AMC II) = 90 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 4.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 2.23 TOTAL AREA(ACRES) = 1.27 TOTAL RUNOFF(CFS) = 2.23 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7000 S.C.S. CURVE NUMBER (AMC II) = 90 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.70 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.89 AVERAGE FLOW DEPTH(FEET) = 0.67 TRAVEL TIME(MIN.) = 3.04 Tc(MIN.) = SUBAREA AREA(ACRES) = 8.30 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 9.57 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.83 FLOW VELOCITY(FEET/SEC.) = 4.43 LONGEST FLOWPATH FROM NODE TO NODE = FEET. Page 5

184 456UC10P.RES FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.94 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<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7000 S.C.S. CURVE NUMBER (AMC II) = 90 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.6500 S.C.S. CURVE NUMBER (AMC II) = 90 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 7.74 AVERAGE FLOW DEPTH(FEET) = 1.34 TRAVEL TIME(MIN.) = 1.81 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.49 FLOW VELOCITY(FEET/SEC.) = 8.28 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = Page 6

185 456UC10P.RES FLOW VELOCITY(FEET/SEC.) = 2.59 FLOW DEPTH(FEET) = 0.84 TRAVEL TIME(MIN.) = 3.21 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. 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) = 1.86 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = TOTAL AREA(ACRES) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 7

186 7UC10P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LDRP EIR * * 10-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /23/03 * ************************************************************************** FILE NAME: 7UC10P.DAT TIME/DATE OF STUDY: 10:22 08/19/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 6.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = TIME OF CONCENTRATION ASSUMED AS 6-MIN. Page 1

187 7UC10P.RES 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 1.80 TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 1.80 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.9400 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.02 AVERAGE FLOW DEPTH(FEET) = 0.37 TRAVEL TIME(MIN.) = 5.47 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.47 FLOW VELOCITY(FEET/SEC.) = 5.98 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.97 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<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7600 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

188 7UC10P.RES Page 3

189 8UC10P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /23/03 * ************************************************************************** FILE NAME: 8UC10P.DAT TIME/DATE OF STUDY: 08:01 08/18/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7100 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH Page 1

190 8UC10P.RES DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 3.63 TOTAL AREA(ACRES) = 1.90 TOTAL RUNOFF(CFS) = 3.63 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.63 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.63 PIPE TRAVEL TIME(MIN.) = 6.28 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<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7600 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

191 9UC10P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /23/03 * ************************************************************************** FILE NAME: 9UC10P.DAT TIME/DATE OF STUDY: 08:02 08/18/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH Page 1

192 9UC10P.RES DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 5.64 TOTAL AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 5.64 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.66 AVERAGE FLOW DEPTH(FEET) = 0.25 TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 6.72 SUBAREA AREA(ACRES) = 7.30 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 9.40 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.30 FLOW VELOCITY(FEET/SEC.) = 5.37 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 2.14 Tc(MIN.) = 8.86 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7600 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = 8.86 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = 8.86 PEAK FLOW RATE(CFS) = Page 2

193 9UC10P.RES END OF RATIONAL METHOD ANALYSIS Page 3

194 10UC10P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /23/03 * ************************************************************************** FILE NAME: 10UC10P.DAT TIME/DATE OF STUDY: 08:02 08/18/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 4.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = Page 1

195 10UC10P.RES SUBAREA RUNOFF(CFS) = 1.47 TOTAL AREA(ACRES) = 1.82 TOTAL RUNOFF(CFS) = 1.47 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.26 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.30 AVERAGE FLOW DEPTH(FEET) = 0.31 TRAVEL TIME(MIN.) = 8.95 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = 9.52 TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.38 FLOW VELOCITY(FEET/SEC.) = 1.49 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

196 11XUC10P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /01/03 * ************************************************************************** FILE NAME: 11XUC10P.DAT TIME/DATE OF STUDY: 15:30 08/20/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH Page 1

197 11XUC10P.RES DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.60 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.60 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.62 AVERAGE FLOW DEPTH(FEET) = 0.28 TRAVEL TIME(MIN.) = 3.35 Tc(MIN.) = 9.35 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.36 FLOW VELOCITY(FEET/SEC.) = 5.39 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 9.43 AVERAGE FLOW DEPTH(FEET) = 0.88 TRAVEL TIME(MIN.) = 0.92 Tc(MIN.) = SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) = 3.00 TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.90 FLOW VELOCITY(FEET/SEC.) = 9.49 LONGEST FLOWPATH FROM NODE TO NODE = FEET. 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: Page 2

198 11XUC10P.RES TIME OF CONCENTRATION(MIN.) = RAINFALL INTENSITY(INCH/HR) = 2.56 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 0.43 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.5900 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.70 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.00 AVERAGE FLOW DEPTH(FEET) = 0.42 TRAVEL TIME(MIN.) = 3.00 Tc(MIN.) = SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = 4.56 TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) = 4.99 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.53 FLOW VELOCITY(FEET/SEC.) = 3.54 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.85 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.99 PIPE TRAVEL TIME(MIN.) = 2.88 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. Page 3

199 11XUC10P.RES FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7800 S.C.S. CURVE NUMBER (AMC II) = 87 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = 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) = 1.63 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = TOTAL AREA(ACRES) = 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = FLOW VELOCITY(FEET/SEC.) = 4.51 FLOW DEPTH(FEET) = 0.62 TRAVEL TIME(MIN.) = 9.98 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 10 Page 4

200 11XUC10P.RES >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.90 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.90 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.57 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.10 AVERAGE FLOW DEPTH(FEET) = 0.21 TRAVEL TIME(MIN.) = 7.95 Tc(MIN.) = SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = 7.12 TOTAL AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) = 8.02 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.25 FLOW VELOCITY(FEET/SEC.) = 2.47 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.4700 Page 5

201 11XUC10P.RES TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.32 AVERAGE FLOW DEPTH(FEET) = 1.11 TRAVEL TIME(MIN.) = 4.03 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.39 FLOW VELOCITY(FEET/SEC.) = 9.66 LONGEST FLOWPATH FROM NODE TO NODE = FEET. 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) = 1.95 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 1.80 TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 1.80 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.80 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 6.14 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< Page 6

202 11XUC10P.RES 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8200 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = 6.14 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.5600 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.63 AVERAGE FLOW DEPTH(FEET) = 1.43 TRAVEL TIME(MIN.) = 4.86 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.61 FLOW VELOCITY(FEET/SEC.) = 9.39 LONGEST FLOWPATH FROM NODE TO NODE = FEET. 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) = 2.48 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: Page 7

203 11XUC10P.RES PEAK FLOW RATE(CFS) = Tc(MIN.) = TOTAL AREA(ACRES) = 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 RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = TOTAL AREA(ACRES) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 8

204 12UC10P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /23/03 * ************************************************************************** FILE NAME: 12UC10P.DAT TIME/DATE OF STUDY: 08:04 08/18/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH Page 1

205 12UC10P.RES DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 1.67 TOTAL AREA(ACRES) = 0.62 TOTAL RUNOFF(CFS) = 1.67 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.01 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.80 AVERAGE FLOW DEPTH(FEET) = 0.22 TRAVEL TIME(MIN.) = 3.13 Tc(MIN.) = 9.13 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.68 TOTAL AREA(ACRES) = 0.92 PEAK FLOW RATE(CFS) = 2.35 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.24 FLOW VELOCITY(FEET/SEC.) = 0.82 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.61 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.35 PIPE TRAVEL TIME(MIN.) = 1.45 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<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 SUBAREA AREA(ACRES) = 4.39 SUBAREA RUNOFF(CFS) = 9.43 TOTAL AREA(ACRES) = 5.31 TOTAL RUNOFF(CFS) = TC(MIN.) = FLOW PROCESS FROM NODE TO NODE IS CODE = 31 Page 2

206 12UC10P.RES >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.76 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE 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<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8300 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 3

207 14UC10P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /23/03 * ************************************************************************** FILE NAME: 14UC10P.DAT TIME/DATE OF STUDY: 08:04 08/18/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 0.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH Page 1

208 14UC10P.RES DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 1.21 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.21 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.75 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.21 PIPE TRAVEL TIME(MIN.) = 0.86 Tc(MIN.) = 8.81 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.81 RAINFALL INTENSITY(INCH/HR) = 2.73 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.21 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 8.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 1.34 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.34 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.3 INCHES Page 2

209 14UC10P.RES PIPE-FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.34 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 6.40 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.40 RAINFALL INTENSITY(INCH/HR) = 3.10 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.34 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 0.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = TIME OF CONCENTRATION ASSUMED AS 6-MIN. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.54 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.54 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.71 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.54 PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 6.48 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = Page 3

210 14UC10P.RES *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.5200 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.49 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.34 AVERAGE FLOW DEPTH(FEET) = 0.39 TRAVEL TIME(MIN.) = 2.25 Tc(MIN.) = 8.72 SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 3.85 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 4.39 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.48 FLOW VELOCITY(FEET/SEC.) = 3.84 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.72 RAINFALL INTENSITY(INCH/HR) = 2.74 TOTAL STREAM AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.39 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.78 Tc(MIN.) = 8.72 TOTAL AREA(ACRES) = 3.90 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.90 TC(MIN.) = 8.72 PEAK FLOW RATE(CFS) = 6.78 END OF RATIONAL METHOD ANALYSIS Page 4

211 15XUC10P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /01/03 * ************************************************************************** FILE NAME: 15XUC10P.DAT TIME/DATE OF STUDY: 08:05 08/18/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 0.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = TIME OF CONCENTRATION ASSUMED AS 6-MIN. Page 1

212 15XUC10P.RES 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.15 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.15 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.97 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.15 PIPE TRAVEL TIME(MIN.) = 2.58 Tc(MIN.) = 8.58 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7000 S.C.S. CURVE NUMBER (AMC II) = 90 SUBAREA AREA(ACRES) = 2.13 SUBAREA RUNOFF(CFS) = 4.12 TOTAL AREA(ACRES) = 2.18 TOTAL RUNOFF(CFS) = 4.27 TC(MIN.) = 8.58 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.99 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.27 PIPE TRAVEL TIME(MIN.) = 9.40 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<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8600 S.C.S. CURVE NUMBER (AMC II) = 90 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = FLOW PROCESS FROM NODE TO NODE IS CODE = 1 Page 2

213 15XUC10P.RES >>>>>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) = 1.95 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 9.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 1.08 TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) = 1.08 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.97 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.82 AVERAGE FLOW DEPTH(FEET) = 0.19 TRAVEL TIME(MIN.) = 2.96 Tc(MIN.) = 8.96 SUBAREA AREA(ACRES) = 6.21 SUBAREA RUNOFF(CFS) = 7.56 TOTAL AREA(ACRES) = 6.57 PEAK FLOW RATE(CFS) = 8.64 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.23 FLOW VELOCITY(FEET/SEC.) = 3.22 LONGEST FLOWPATH FROM NODE TO NODE = FEET. 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 3

214 15XUC10P.RES TIME OF CONCENTRATION(MIN.) = 8.96 RAINFALL INTENSITY(INCH/HR) = 2.71 TOTAL STREAM AREA(ACRES) = 6.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.64 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = TOTAL AREA(ACRES) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.96 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. 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) = 1.90 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = Page 4

215 15XUC10P.RES ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 2.74 TOTAL AREA(ACRES) = 0.95 TOTAL RUNOFF(CFS) = 2.74 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT =.5500 S.C.S. CURVE NUMBER (AMC II) = 88 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.29 AVERAGE FLOW DEPTH(FEET) = 0.30 TRAVEL TIME(MIN.) = Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.36 FLOW VELOCITY(FEET/SEC.) = 2.60 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.5700 S.C.S. CURVE NUMBER (AMC II) = 88 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.21 AVERAGE FLOW DEPTH(FEET) = 0.47 TRAVEL TIME(MIN.) = 4.91 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.52 FLOW VELOCITY(FEET/SEC.) = 2.33 LONGEST FLOWPATH FROM NODE TO NODE = FEET. 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 Page 5

216 15XUC10P.RES CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = RAINFALL INTENSITY(INCH/HR) = 1.70 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = TOTAL AREA(ACRES) = 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.5300 S.C.S. CURVE NUMBER (AMC II) = 88 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = AVERAGE FLOW DEPTH(FEET) = 1.11 TRAVEL TIME(MIN.) = 0.70 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.22 FLOW VELOCITY(FEET/SEC.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 6

217 17UC10P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /23/03 * ************************************************************************** FILE NAME: 17UC10P.DAT TIME/DATE OF STUDY: 08:07 08/18/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 3.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = TIME OF CONCENTRATION ASSUMED AS 6-MIN. Page 1

218 17UC10P.RES 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.62 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 0.62 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.5000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.80 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = AVERAGE FLOW DEPTH(FEET) = 0.31 TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 6.42 SUBAREA AREA(ACRES) = 5.40 SUBAREA RUNOFF(CFS) = 8.35 TOTAL AREA(ACRES) = 5.63 PEAK FLOW RATE(CFS) = 8.97 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.39 FLOW VELOCITY(FEET/SEC.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 5.63 TC(MIN.) = 6.42 PEAK FLOW RATE(CFS) = 8.97 END OF RATIONAL METHOD ANALYSIS Page 2

219 18UC10P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /23/03 * ************************************************************************** FILE NAME: 18UC10P.DAT TIME/DATE OF STUDY: 08:07 08/18/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 4.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = TIME OF CONCENTRATION ASSUMED AS 6-MIN. Page 1

220 18UC10P.RES 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 1.74 TOTAL AREA(ACRES) = 0.58 TOTAL RUNOFF(CFS) = 1.74 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.6500 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.88 AVERAGE FLOW DEPTH(FEET) = 0.38 TRAVEL TIME(MIN.) = 9.25 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.48 FLOW VELOCITY(FEET/SEC.) = 3.33 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

221 19UC10P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis -- Proposed Condition * * J# /23/03 * ************************************************************************** FILE NAME: 19UC10P.DAT TIME/DATE OF STUDY: 08:08 08/18/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 0.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = TIME OF CONCENTRATION ASSUMED AS 6-MIN. Page 1

222 19UC10P.RES 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.43 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.43 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.43 PIPE TRAVEL TIME(MIN.) = 2.45 Tc(MIN.) = 8.45 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 SUBAREA AREA(ACRES) = 6.47 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 6.63 TOTAL RUNOFF(CFS) = TC(MIN.) = 8.45 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 6.63 TC(MIN.) = 8.45 PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

223 21UC10P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LDRP EIR * * 10-year Storm Event Hydrologic Analysis -- Proposed Condition * * J# /17/03 * ************************************************************************** FILE NAME: 21UC10P.DAT TIME/DATE OF STUDY: 08:08 08/18/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7000 S.C.S. CURVE NUMBER (AMC II) = 90 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = Page 1

224 21UC10P.RES SUBAREA RUNOFF(CFS) = 1.51 TOTAL AREA(ACRES) = 0.92 TOTAL RUNOFF(CFS) = 1.51 FLOW PROCESS FROM NODE TO NODE IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7300 S.C.S. CURVE NUMBER (AMC II) = 90 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 7.84 AVERAGE FLOW DEPTH(FEET) = 0.42 TRAVEL TIME(MIN.) = Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.54 FLOW VELOCITY(FEET/SEC.) = 9.24 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

225 22UC10P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /23/03 * ************************************************************************** FILE NAME: 22UC10P.DAT TIME/DATE OF STUDY: 08:09 08/18/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7500 S.C.S. CURVE NUMBER (AMC II) = 90 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH Page 1

226 22UC10P.RES DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 4.20 TOTAL AREA(ACRES) = 1.96 TOTAL RUNOFF(CFS) = 4.20 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.32 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 7.50 AVERAGE FLOW DEPTH(FEET) = 0.38 TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 8.71 SUBAREA AREA(ACRES) = 1.81 SUBAREA RUNOFF(CFS) = 2.23 TOTAL AREA(ACRES) = 3.77 PEAK FLOW RATE(CFS) = 6.44 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.40 FLOW VELOCITY(FEET/SEC.) = 7.99 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT =.6300 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = AVERAGE FLOW DEPTH(FEET) = 0.81 TRAVEL TIME(MIN.) = 0.81 Tc(MIN.) = 9.52 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.99 FLOW VELOCITY(FEET/SEC.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = 9.52 PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

227 22UC10P.RES Page 3

228 23UC10P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /27/03 * ************************************************************************** FILE NAME: 23UC10P.DAT TIME/DATE OF STUDY: 08:09 08/18/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 9.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH Page 1

229 23UC10P.RES DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.22 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4800 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.06 AVERAGE FLOW DEPTH(FEET) = 0.30 TRAVEL TIME(MIN.) = 7.34 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.39 FLOW VELOCITY(FEET/SEC.) = 3.64 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

230 24UC10P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /18/03 * ************************************************************************** FILE NAME: 24UC10P.DAT TIME/DATE OF STUDY: 10:23 08/19/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 0.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = TIME OF CONCENTRATION ASSUMED AS 6-MIN. Page 1

231 24UC10P.RES 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.27 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.94 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.27 PIPE TRAVEL TIME(MIN.) = 1.48 Tc(MIN.) = 7.48 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.6400 SUBAREA AREA(ACRES) = 3.70 SUBAREA RUNOFF(CFS) = 6.93 TOTAL AREA(ACRES) = 3.80 TOTAL RUNOFF(CFS) = 7.20 TC(MIN.) = 7.48 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.20 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.20 PIPE TRAVEL TIME(MIN.) = 2.88 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<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.5700 SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = 6.39 TOTAL AREA(ACRES) = 8.20 TOTAL RUNOFF(CFS) = TC(MIN.) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 8.20 TC(MIN.) = Page 2

232 24UC10P.RES PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 3

233 25UC10P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /23/03 * ************************************************************************** FILE NAME: 25UC10P.DAT TIME/DATE OF STUDY: 08:10 08/18/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = Page 1

234 25UC10P.RES SUBAREA RUNOFF(CFS) = 3.02 TOTAL AREA(ACRES) = 1.34 TOTAL RUNOFF(CFS) = 3.02 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.91 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.26 AVERAGE FLOW DEPTH(FEET) = 0.23 TRAVEL TIME(MIN.) = 3.32 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.28 FLOW VELOCITY(FEET/SEC.) = 3.73 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

235 26UC10P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /27/03 * ************************************************************************** FILE NAME: 26UC10P.DAT TIME/DATE OF STUDY: 08:10 08/18/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH Page 1

236 26UC10P.RES DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.57 TOTAL AREA(ACRES) = 0.67 TOTAL RUNOFF(CFS) = 0.57 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.05 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.83 AVERAGE FLOW DEPTH(FEET) = 0.15 TRAVEL TIME(MIN.) = 7.73 Tc(MIN.) = SUBAREA AREA(ACRES) = 4.19 SUBAREA RUNOFF(CFS) = 2.95 TOTAL AREA(ACRES) = 4.86 PEAK FLOW RATE(CFS) = 3.52 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.19 FLOW VELOCITY(FEET/SEC.) = 2.03 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.86 TC(MIN.) = PEAK FLOW RATE(CFS) = 3.52 END OF RATIONAL METHOD ANALYSIS Page 2

237 27UC10P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /27/03 * ************************************************************************** FILE NAME: 27UC10P.DAT TIME/DATE OF STUDY: 08:11 08/18/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.6700 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH Page 1

238 27UC10P.RES DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 1.19 TOTAL AREA(ACRES) = 0.56 TOTAL RUNOFF(CFS) = 1.19 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.6500 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.40 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.76 AVERAGE FLOW DEPTH(FEET) = 0.18 TRAVEL TIME(MIN.) = 2.71 Tc(MIN.) = 8.71 SUBAREA AREA(ACRES) = 3.58 SUBAREA RUNOFF(CFS) = 6.38 TOTAL AREA(ACRES) = 4.14 PEAK FLOW RATE(CFS) = 7.57 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.22 FLOW VELOCITY(FEET/SEC.) = 3.23 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.14 TC(MIN.) = 8.71 PEAK FLOW RATE(CFS) = 7.57 END OF RATIONAL METHOD ANALYSIS Page 2

239 28UC10P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /27/03 * ************************************************************************** FILE NAME: 28UC10P.DAT TIME/DATE OF STUDY: 08:11 08/18/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.7000 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = Page 1

240 28UC10P.RES SUBAREA RUNOFF(CFS) = 1.95 TOTAL AREA(ACRES) = 1.17 TOTAL RUNOFF(CFS) = 1.95 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.7000 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.70 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.67 AVERAGE FLOW DEPTH(FEET) = 0.22 TRAVEL TIME(MIN.) = 5.81 Tc(MIN.) = SUBAREA AREA(ACRES) = 6.89 SUBAREA RUNOFF(CFS) = 9.43 TOTAL AREA(ACRES) = 8.06 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.27 FLOW VELOCITY(FEET/SEC.) = 3.08 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 8.06 TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

241 29UC10P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /27/03 * ************************************************************************** FILE NAME: 29UC10P.DAT TIME/DATE OF STUDY: 08:12 08/18/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7000 S.C.S. CURVE NUMBER (AMC II) = 90 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 6.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = Page 1

242 29UC10P.RES SUBAREA RUNOFF(CFS) = 1.51 TOTAL AREA(ACRES) = 0.93 TOTAL RUNOFF(CFS) = 1.51 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7000 S.C.S. CURVE NUMBER (AMC II) = 90 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.47 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.62 AVERAGE FLOW DEPTH(FEET) = 0.20 TRAVEL TIME(MIN.) = 3.64 Tc(MIN.) = SUBAREA AREA(ACRES) = 8.29 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 9.22 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.26 FLOW VELOCITY(FEET/SEC.) = 4.07 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 9.22 TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

243 30UC10P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 10-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /01/03 * ************************************************************************** FILE NAME: 30UC10P.DAT TIME/DATE OF STUDY: 08:12 08/18/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1981 SAN DIEGO HYDROLOGY MANUAL RAINFALL INFORMATION USED USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 8.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH Page 1

244 30UC10P.RES DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 1.56 TOTAL AREA(ACRES) = 0.52 TOTAL RUNOFF(CFS) = 1.56 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.69 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.01 AVERAGE FLOW DEPTH(FEET) = 0.23 TRAVEL TIME(MIN.) = 1.44 Tc(MIN.) = 7.44 SUBAREA AREA(ACRES) = 4.91 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 5.43 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.29 FLOW VELOCITY(FEET/SEC.) = 3.40 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 5.43 TC(MIN.) = 7.44 PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

245 APPENDIX D DEVELOPED CONDITION RATIONAL METHOD ANALYSIS FOR THE 100-YEAR STORM EVENT May 2004

246

247 1UC100P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /28/03 * ************************************************************************** FILE NAME: 1UC100P.DAT TIME/DATE OF STUDY: 13:39 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

248 1UC100P.RES COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 6.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 3.30 TOTAL RUNOFF(CFS) = FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 2.55 Tc(MIN.) = 9.07 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = 9.07 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = 9.07 PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

249 2UC100P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /23/03 * ************************************************************************** FILE NAME: 2UC100P.DAT TIME/DATE OF STUDY: 13:50 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

250 2UC100P.RES INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 8.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 9.60 TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 9.60 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.6700 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 7.18 AVERAGE FLOW DEPTH(FEET) = 0.91 TRAVEL TIME(MIN.) = 1.95 Tc(MIN.) = 7.95 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.10 FLOW VELOCITY(FEET/SEC.) = 8.15 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = 7.95 PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

251 3UC100P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /23/03 * ************************************************************************** FILE NAME: 3UC100P.DAT TIME/DATE OF STUDY: 13:51 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

252 3UC100P.RES RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 4.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.76 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 0.76 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.42 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.27 AVERAGE FLOW DEPTH(FEET) = 0.26 TRAVEL TIME(MIN.) = 6.06 Tc(MIN.) = SUBAREA AREA(ACRES) = 8.50 SUBAREA RUNOFF(CFS) = 7.30 TOTAL AREA(ACRES) = 9.30 PEAK FLOW RATE(CFS) = 8.06 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.33 FLOW VELOCITY(FEET/SEC.) = 1.47 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8300 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.56 AVERAGE FLOW DEPTH(FEET) = 0.44 TRAVEL TIME(MIN.) = 7.95 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.54 FLOW VELOCITY(FEET/SEC.) = 4.10 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: Page 2

253 3UC100P.RES TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 3

254 456U100P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /03 * ************************************************************************** FILE NAME: 456U100P.DAT TIME/DATE OF STUDY: 10:05 08/19/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

255 456U100P.RES RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 1.95 TOTAL AREA(ACRES) = 1.82 TOTAL RUNOFF(CFS) = 1.95 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.16 AVERAGE FLOW DEPTH(FEET) = 0.30 TRAVEL TIME(MIN.) = 7.28 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.38 FLOW VELOCITY(FEET/SEC.) = 3.74 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.5600 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.50 AVERAGE FLOW DEPTH(FEET) = 1.40 TRAVEL TIME(MIN.) = 5.30 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.64 FLOW VELOCITY(FEET/SEC.) = 6.04 LONGEST FLOWPATH FROM NODE TO NODE = FEET. Page 2

256 456U100P.RES FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 48.0 INCH PIPE IS 34.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.31 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 3.47 Tc(MIN.) = 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<<<<< INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 4.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 7.50 TOTAL AREA(ACRES) = 1.88 TOTAL RUNOFF(CFS) = 7.50 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.95 AVERAGE FLOW DEPTH(FEET) = 0.32 TRAVEL TIME(MIN.) = 2.26 Tc(MIN.) = 8.33 SUBAREA AREA(ACRES) = 4.42 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 6.30 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.38 FLOW VELOCITY(FEET/SEC.) = 3.29 LONGEST FLOWPATH FROM NODE TO NODE = FEET. Page 3

257 456U100P.RES FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 2.07 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<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.8400 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.6000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.95 AVERAGE FLOW DEPTH(FEET) = 1.29 TRAVEL TIME(MIN.) = Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.37 FLOW VELOCITY(FEET/SEC.) = 3.05 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 RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) LONGEST FLOWPATH FROM NODE TO NODE = FEET. Page 4

258 456U100P.RES ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = TOTAL AREA(ACRES) = 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) = 2.15 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7000 S.C.S. CURVE NUMBER (AMC II) = 90 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 4.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 3.01 TOTAL AREA(ACRES) = 1.27 TOTAL RUNOFF(CFS) = 3.01 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7000 S.C.S. CURVE NUMBER (AMC II) = 90 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.20 AVERAGE FLOW DEPTH(FEET) = 0.76 TRAVEL TIME(MIN.) = 2.82 Page 5

259 456U100P.RES Tc(MIN.) = SUBAREA AREA(ACRES) = 8.30 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 9.57 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.94 FLOW VELOCITY(FEET/SEC.) = 4.85 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.76 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<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7000 S.C.S. CURVE NUMBER (AMC II) = 90 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.6500 S.C.S. CURVE NUMBER (AMC II) = 90 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.53 AVERAGE FLOW DEPTH(FEET) = 1.52 TRAVEL TIME(MIN.) = 1.64 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.69 FLOW VELOCITY(FEET/SEC.) = 9.18 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 51 Page 6

260 456U100P.RES >>>>>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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = FLOW VELOCITY(FEET/SEC.) = 2.86 FLOW DEPTH(FEET) = 0.96 TRAVEL TIME(MIN.) = 2.92 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. 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) = 2.62 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = TOTAL AREA(ACRES) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 7

261 7UC100P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /23/03 * ************************************************************************** FILE NAME: 7UC100P.DAT TIME/DATE OF STUDY: 10:12 08/19/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

262 7UC100P.RES INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 6.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 2.40 TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 2.40 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9400 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.44 AVERAGE FLOW DEPTH(FEET) = 0.41 TRAVEL TIME(MIN.) = 5.06 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.53 FLOW VELOCITY(FEET/SEC.) = 6.45 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.90 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<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7600 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = Page 2

263 7UC100P.RES TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 3

264 8UC100P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /23/03 * ************************************************************************** FILE NAME: 8UC100P.DAT TIME/DATE OF STUDY: 13:53 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

265 8UC100P.RES *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7100 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 4.90 TOTAL AREA(ACRES) = 1.90 TOTAL RUNOFF(CFS) = 4.90 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.20 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.90 PIPE TRAVEL TIME(MIN.) = 5.79 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<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7600 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

266 9UC100P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /23/03 * ************************************************************************** FILE NAME: 9UC100P.DAT TIME/DATE OF STUDY: 13:53 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

267 9UC100P.RES COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 7.51 TOTAL AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 7.51 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.97 AVERAGE FLOW DEPTH(FEET) = 0.29 TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 6.67 SUBAREA AREA(ACRES) = 7.30 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 9.40 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.34 FLOW VELOCITY(FEET/SEC.) = 5.67 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 1.99 Tc(MIN.) = 8.66 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7600 Page 2

268 9UC100P.RES SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = 8.66 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = 8.66 PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 3

269 10UC100P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /23/03 * ************************************************************************** FILE NAME: 10UC100P.DAT TIME/DATE OF STUDY: 13:54 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

270 10UC100P.RES RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 4.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 2.00 TOTAL AREA(ACRES) = 1.82 TOTAL RUNOFF(CFS) = 2.00 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.65 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.43 AVERAGE FLOW DEPTH(FEET) = 0.35 TRAVEL TIME(MIN.) = 8.17 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.43 FLOW VELOCITY(FEET/SEC.) = 1.63 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

271 11XU100P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /01/03 * ************************************************************************** FILE NAME: 11XU100P.DAT TIME/DATE OF STUDY: 15:29 08/20/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

272 11XU100P.RES INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.80 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.80 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.92 AVERAGE FLOW DEPTH(FEET) = 0.32 TRAVEL TIME(MIN.) = 3.15 Tc(MIN.) = 9.15 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.40 FLOW VELOCITY(FEET/SEC.) = 5.93 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = AVERAGE FLOW DEPTH(FEET) = 0.99 TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) = 4.04 TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.00 FLOW VELOCITY(FEET/SEC.) = Page 2

273 11XU100P.RES LONGEST FLOWPATH FROM NODE TO NODE = FEET. 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) = 3.45 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.59 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 0.59 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.5900 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.69 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.26 AVERAGE FLOW DEPTH(FEET) = 0.48 TRAVEL TIME(MIN.) = 2.76 Tc(MIN.) = SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = 6.23 TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) = 6.82 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.60 FLOW VELOCITY(FEET/SEC.) = 3.79 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = Page 3

274 11XU100P.RES FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.82 PIPE TRAVEL TIME(MIN.) = 2.64 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<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7800 S.C.S. CURVE NUMBER (AMC II) = 87 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = 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) = 2.24 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = TOTAL AREA(ACRES) = 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 = Page 4

275 11XU100P.RES CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = FLOW VELOCITY(FEET/SEC.) = 4.83 FLOW DEPTH(FEET) = 0.70 TRAVEL TIME(MIN.) = 9.31 Tc(MIN.) = 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<<<<< INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 1.20 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 1.20 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.37 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.33 AVERAGE FLOW DEPTH(FEET) = 0.23 TRAVEL TIME(MIN.) = 7.14 Tc(MIN.) = SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 3.70 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.29 FLOW VELOCITY(FEET/SEC.) = 2.67 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)<<<<< Page 5

276 11XU100P.RES ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.4700 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 9.17 AVERAGE FLOW DEPTH(FEET) = 1.27 TRAVEL TIME(MIN.) = 3.66 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.59 FLOW VELOCITY(FEET/SEC.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. 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) = 2.82 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 2.40 TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 2.40 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = Page 6

277 11XU100P.RES ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.40 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 6.13 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8200 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = 6.13 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.5600 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 9.29 AVERAGE FLOW DEPTH(FEET) = 1.60 TRAVEL TIME(MIN.) = 4.52 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.81 FLOW VELOCITY(FEET/SEC.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. 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) = 3.39 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO Page 7

278 11XU100P.RES CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = TOTAL AREA(ACRES) = 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 RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) LONGEST FLOWPATH FROM NODE TO NODE = FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = TOTAL AREA(ACRES) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 8

279 12UC100E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis * * J# /18/03 * ************************************************************************** FILE NAME: 12UC100E.DAT TIME/DATE OF STUDY: 12:39 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

280 12UC100E.RES RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.93 TOTAL AREA(ACRES) = 0.62 TOTAL RUNOFF(CFS) = 0.93 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.31 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.75 AVERAGE FLOW DEPTH(FEET) = 0.19 TRAVEL TIME(MIN.) = 3.36 Tc(MIN.) = SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.77 TOTAL AREA(ACRES) = 0.92 PEAK FLOW RATE(CFS) = 1.70 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.21 FLOW VELOCITY(FEET/SEC.) = 0.77 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.21 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.70 PIPE TRAVEL TIME(MIN.) = 1.58 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<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 Page 2

281 12UC100E.RES SUBAREA AREA(ACRES) = 4.39 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 5.31 TOTAL RUNOFF(CFS) = TC(MIN.) = FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.84 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 2.23 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<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8300 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 3

282 14UC100P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis -- Proposed Condition * * J# /18/03 * ************************************************************************** FILE NAME: 14UC100P.DAT TIME/DATE OF STUDY: 13:56 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

283 14UC100P.RES COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 0.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 1.63 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.63 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.54 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.63 PIPE TRAVEL TIME(MIN.) = 0.79 Tc(MIN.) = 8.73 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.73 RAINFALL INTENSITY(INCH/HR) = 3.69 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.63 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 8.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 1.79 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.79 Page 2

284 14UC100P.RES FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.79 PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 6.37 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.37 RAINFALL INTENSITY(INCH/HR) = 4.14 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.79 FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 0.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.72 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.72 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.34 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.72 PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 6.44 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 51 Page 3

285 14UC100P.RES >>>>>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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.5200 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.37 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.61 AVERAGE FLOW DEPTH(FEET) = 0.43 TRAVEL TIME(MIN.) = 2.08 Tc(MIN.) = 8.52 SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 5.24 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 5.95 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.54 FLOW VELOCITY(FEET/SEC.) = 4.10 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.52 RAINFALL INTENSITY(INCH/HR) = 3.73 TOTAL STREAM AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.95 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.18 Tc(MIN.) = 8.52 TOTAL AREA(ACRES) = 3.90 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.90 TC(MIN.) = 8.52 PEAK FLOW RATE(CFS) = 9.18 Page 4

286 END OF RATIONAL METHOD ANALYSIS 14UC100P.RES Page 5

287 15XU100P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /01/03 * ************************************************************************** FILE NAME: 15XU100P.DAT TIME/DATE OF STUDY: 13:56 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

288 15XU100P.RES INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 0.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.20 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.20 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.28 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.20 PIPE TRAVEL TIME(MIN.) = 2.34 Tc(MIN.) = 8.34 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7000 S.C.S. CURVE NUMBER (AMC II) = 90 SUBAREA AREA(ACRES) = 2.13 SUBAREA RUNOFF(CFS) = 5.61 TOTAL AREA(ACRES) = 2.18 TOTAL RUNOFF(CFS) = 5.81 TC(MIN.) = 8.34 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.24 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.81 PIPE TRAVEL TIME(MIN.) = 8.84 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<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = Page 2

289 15XU100P.RES *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8600 S.C.S. CURVE NUMBER (AMC II) = 90 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = TOTAL RUNOFF(CFS) = TC(MIN.) = 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) = 2.78 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 9.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 1.44 TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) = 1.44 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.73 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.09 AVERAGE FLOW DEPTH(FEET) = 0.21 TRAVEL TIME(MIN.) = 2.70 Tc(MIN.) = 8.70 SUBAREA AREA(ACRES) = 6.21 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 6.57 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.26 FLOW VELOCITY(FEET/SEC.) = 3.58 LONGEST FLOWPATH FROM NODE TO NODE = FEET. Page 3

290 15XU100P.RES 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.) = 8.70 RAINFALL INTENSITY(INCH/HR) = 3.70 TOTAL STREAM AREA(ACRES) = 6.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = TOTAL AREA(ACRES) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = PIPE TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. 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) = 2.69 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = FLOW PROCESS FROM NODE TO NODE IS CODE = 21 Page 4

291 15XU100P.RES >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 3.66 TOTAL AREA(ACRES) = 0.95 TOTAL RUNOFF(CFS) = 3.66 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT =.5500 S.C.S. CURVE NUMBER (AMC II) = 88 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.55 AVERAGE FLOW DEPTH(FEET) = 0.34 TRAVEL TIME(MIN.) = Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.41 FLOW VELOCITY(FEET/SEC.) = 2.90 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.5700 S.C.S. CURVE NUMBER (AMC II) = 88 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.41 AVERAGE FLOW DEPTH(FEET) = 0.54 TRAVEL TIME(MIN.) = 4.50 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.59 FLOW VELOCITY(FEET/SEC.) = 2.57 Page 5

292 15XU100P.RES LONGEST FLOWPATH FROM NODE TO NODE = FEET. 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) = 2.40 TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = Tc(MIN.) = TOTAL AREA(ACRES) = 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.5300 S.C.S. CURVE NUMBER (AMC II) = 88 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = AVERAGE FLOW DEPTH(FEET) = 1.26 TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.39 FLOW VELOCITY(FEET/SEC.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = Page 6

293 15XU100P.RES END OF RATIONAL METHOD ANALYSIS Page 7

294 17UC100P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis -- Proposed Condition * * J# /18/03 * ************************************************************************** FILE NAME: 17UC100P.DAT TIME/DATE OF STUDY: 13:57 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

295 17UC100P.RES COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 3.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.82 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 0.82 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.5000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.42 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = AVERAGE FLOW DEPTH(FEET) = 0.35 TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 6.39 SUBAREA AREA(ACRES) = 5.40 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 5.63 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.44 FLOW VELOCITY(FEET/SEC.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 5.63 TC(MIN.) = 6.39 PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

296 18UC100P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /18/03 * ************************************************************************** FILE NAME: 18UC100P.DAT TIME/DATE OF STUDY: 13:58 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

297 18UC100P.RES INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 4.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 2.32 TOTAL AREA(ACRES) = 0.58 TOTAL RUNOFF(CFS) = 2.32 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.6500 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.12 AVERAGE FLOW DEPTH(FEET) = 0.44 TRAVEL TIME(MIN.) = 8.53 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.55 FLOW VELOCITY(FEET/SEC.) = 3.65 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

298 19UC100P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis -- Proposed Condition * * J# /23/03 * ************************************************************************** FILE NAME: 19UC100P.DAT TIME/DATE OF STUDY: 13:58 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

299 19UC100P.RES COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 0.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.57 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.57 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.93 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.57 PIPE TRAVEL TIME(MIN.) = 2.25 Tc(MIN.) = 8.25 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 SUBAREA AREA(ACRES) = 6.47 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 6.63 TOTAL RUNOFF(CFS) = TC(MIN.) = 8.25 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 6.63 TC(MIN.) = 8.25 PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

300 21UC100P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis -- Proposed Condition * * J# /18/03 * ************************************************************************** FILE NAME: 21UC100P.DAT TIME/DATE OF STUDY: 13:59 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

301 21UC100P.RES MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7000 S.C.S. CURVE NUMBER (AMC II) = 90 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 2.08 TOTAL AREA(ACRES) = 0.92 TOTAL RUNOFF(CFS) = 2.08 FLOW PROCESS FROM NODE TO NODE IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = CHANNEL SLOPE = CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7300 S.C.S. CURVE NUMBER (AMC II) = 90 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.58 AVERAGE FLOW DEPTH(FEET) = 0.48 TRAVEL TIME(MIN.) = Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.62 FLOW VELOCITY(FEET/SEC.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

302 22UC100P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis -- Proposed Condition * * J# /18/03 * ************************************************************************** FILE NAME: 22UC100P.DAT TIME/DATE OF STUDY: 13:59 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

303 22UC100P.RES *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7500 S.C.S. CURVE NUMBER (AMC II) = 90 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 5.65 TOTAL AREA(ACRES) = 1.96 TOTAL RUNOFF(CFS) = 5.65 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.16 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.02 AVERAGE FLOW DEPTH(FEET) = 0.42 TRAVEL TIME(MIN.) = 0.73 Tc(MIN.) = 8.66 SUBAREA AREA(ACRES) = 1.81 SUBAREA RUNOFF(CFS) = 3.02 TOTAL AREA(ACRES) = 3.77 PEAK FLOW RATE(CFS) = 8.67 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.45 FLOW VELOCITY(FEET/SEC.) = 8.45 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.6300 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = AVERAGE FLOW DEPTH(FEET) = 0.91 TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = 9.41 SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.10 FLOW VELOCITY(FEET/SEC.) = LONGEST FLOWPATH FROM NODE TO NODE = FEET. Page 2

304 22UC100P.RES END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = 9.41 PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 3

305 23UC100P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /27/03 * ************************************************************************** FILE NAME: 23UC100P.DAT TIME/DATE OF STUDY: 14:00 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

306 23UC100P.RES RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 9.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.30 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.30 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4800 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.34 AVERAGE FLOW DEPTH(FEET) = 0.34 TRAVEL TIME(MIN.) = 6.73 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.44 FLOW VELOCITY(FEET/SEC.) = 3.96 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

307 24UC100P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /23/03 * ************************************************************************** FILE NAME: 24UC100P.DAT TIME/DATE OF STUDY: 10:10 08/19/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

308 24UC100P.RES COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 0.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.36 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.36 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = ESTIMATED PIPE DIAMETER(INCH) INCREASED TO DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.34 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.36 PIPE TRAVEL TIME(MIN.) = 1.34 Tc(MIN.) = 7.34 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.6400 SUBAREA AREA(ACRES) = 3.70 SUBAREA RUNOFF(CFS) = 9.36 TOTAL AREA(ACRES) = 3.80 TOTAL RUNOFF(CFS) = 9.72 TC(MIN.) = 7.34 FLOW PROCESS FROM NODE TO NODE IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = MANNING'S N = DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.66 ESTIMATED PIPE DIAMETER(INCH) = NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.72 PIPE TRAVEL TIME(MIN.) = 2.65 Tc(MIN.) = 9.99 LONGEST FLOWPATH FROM NODE TO NODE = FEET. FLOW PROCESS FROM NODE TO NODE IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = Page 2

309 24UC100P.RES *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.5700 SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = 8.66 TOTAL AREA(ACRES) = 8.20 TOTAL RUNOFF(CFS) = TC(MIN.) = 9.99 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 8.20 TC(MIN.) = 9.99 PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 3

310 25UC100P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis -- Proposed Condition * * J# /18/03 * ************************************************************************** FILE NAME: 25UC100P.DAT TIME/DATE OF STUDY: 14:00 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

311 25UC100P.RES COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 4.06 TOTAL AREA(ACRES) = 1.34 TOTAL RUNOFF(CFS) = 4.06 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.50 AVERAGE FLOW DEPTH(FEET) = 0.26 TRAVEL TIME(MIN.) = 3.10 Tc(MIN.) = SUBAREA AREA(ACRES) = SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.32 FLOW VELOCITY(FEET/SEC.) = 4.00 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

312 26UC100P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /27/03 * ************************************************************************** FILE NAME: 26UC100P.DAT TIME/DATE OF STUDY: 14:01 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

313 26UC100P.RES RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 0.78 TOTAL AREA(ACRES) = 0.67 TOTAL RUNOFF(CFS) = 0.78 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = RURAL DEVELOPMENT RUNOFF COEFFICIENT =.4500 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.81 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.93 AVERAGE FLOW DEPTH(FEET) = 0.17 TRAVEL TIME(MIN.) = 7.34 Tc(MIN.) = SUBAREA AREA(ACRES) = 4.19 SUBAREA RUNOFF(CFS) = 4.05 TOTAL AREA(ACRES) = 4.86 PEAK FLOW RATE(CFS) = 4.83 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.21 FLOW VELOCITY(FEET/SEC.) = 2.21 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.86 TC(MIN.) = PEAK FLOW RATE(CFS) = 4.83 END OF RATIONAL METHOD ANALYSIS Page 2

314 27UC100P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /27/03 * ************************************************************************** FILE NAME: 27UC100P.DAT TIME/DATE OF STUDY: 14:01 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

315 27UC100P.RES *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.6700 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 1.58 TOTAL AREA(ACRES) = 0.56 TOTAL RUNOFF(CFS) = 1.58 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT =.6500 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.93 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.10 AVERAGE FLOW DEPTH(FEET) = 0.20 TRAVEL TIME(MIN.) = 2.42 Tc(MIN.) = 8.42 SUBAREA AREA(ACRES) = 3.58 SUBAREA RUNOFF(CFS) = 8.73 TOTAL AREA(ACRES) = 4.14 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.24 FLOW VELOCITY(FEET/SEC.) = 3.54 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.14 TC(MIN.) = 8.42 PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

316 28UC100P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /27/03 * ************************************************************************** FILE NAME: 28UC100P.DAT TIME/DATE OF STUDY: 14:02 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

317 28UC100P.RES *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.7000 S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 2.68 TOTAL AREA(ACRES) = 1.17 TOTAL RUNOFF(CFS) = 2.68 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.7000 S.C.S. CURVE NUMBER (AMC II) = 87 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.39 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.90 AVERAGE FLOW DEPTH(FEET) = 0.25 TRAVEL TIME(MIN.) = 5.35 Tc(MIN.) = SUBAREA AREA(ACRES) = 6.89 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 8.06 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.31 FLOW VELOCITY(FEET/SEC.) = 3.33 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 8.06 TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

318 29UC100E.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis * * J# /27/03 * ************************************************************************** FILE NAME: 29UC100E.DAT TIME/DATE OF STUDY: 12:46 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

319 29UC100E.RES MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7000 S.C.S. CURVE NUMBER (AMC II) = 90 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 6.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 2.09 TOTAL AREA(ACRES) = 0.93 TOTAL RUNOFF(CFS) = 2.09 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT =.7000 S.C.S. CURVE NUMBER (AMC II) = 90 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.86 AVERAGE FLOW DEPTH(FEET) = 0.23 TRAVEL TIME(MIN.) = 3.41 Tc(MIN.) = SUBAREA AREA(ACRES) = 8.29 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 9.22 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.29 FLOW VELOCITY(FEET/SEC.) = 4.42 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 9.22 TC(MIN.) = PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

320 30UC100P.RES RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1361 Analysis prepared by: PBS&J 3838 Camino Del Rio North, Suite 250 San Diego, CA (P) (F) ************************** DESCRIPTION OF STUDY ************************** * UCSD LRDP EIR * * 100-year Storm Event Hydrologic Analysis - Proposed Conditions * * J# /01/03 * ************************************************************************** FILE NAME: 30UC100P.DAT TIME/DATE OF STUDY: 14:02 08/15/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = SPECIFIED MINIMUM PIPE SIZE(INCH) = SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RAINFALL-INTENSITY ADJUSTMENT FACTOR = *USER SPECIFIED: NUMBER OF [TIME,INTENSITY] DATA PAIRS = 9 1) 5.000; ) ; ) ; ) ; ) ; ) ; ) ; ) ; ) ; SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= /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) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE TO NODE IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Page 1

321 30UC100P.RES INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT =.9500 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = 8.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MIN.) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MIN. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = SUBAREA RUNOFF(CFS) = 2.08 TOTAL AREA(ACRES) = 0.52 TOTAL RUNOFF(CFS) = 2.08 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) = 0.00 "Z" FACTOR = MANNING'S FACTOR = MAXIMUM DEPTH(FEET) = YEAR RAINFALL INTENSITY(INCH/HOUR) = COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8500 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.19 AVERAGE FLOW DEPTH(FEET) = 0.25 TRAVEL TIME(MIN.) = 1.36 Tc(MIN.) = 7.36 SUBAREA AREA(ACRES) = 4.91 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 5.43 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.32 FLOW VELOCITY(FEET/SEC.) = 3.68 LONGEST FLOWPATH FROM NODE TO NODE = FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 5.43 TC(MIN.) = 7.36 PEAK FLOW RATE(CFS) = END OF RATIONAL METHOD ANALYSIS Page 2

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