Attachment D - Tech Appendix F (Hydrology-Drainage Study) — San Marcos City Council, December 12, 2023

Appendix F
Preliminary Hydrology/Drainage Study

Prepared For:

Lennar Homes of California, Inc.
16455 Via Esprillo, Suite 150
San Diego, CA 92127
(858) 618-4942
Prepared By:

PDC Job No. 4457.00

Prepared by: J. Novoa
Under the supervision of

________________________________
Chelisa Pack, PE RCE 71026
Registration Expires 06/30/25

PRELIMINARY HYDROLOGY / DRAINAGE
STUDY

RESTAURANT ROW

SP22-0004 GPA22-0002 R22-0002
TSM 22-0003 SDP 22-0006
City of San Marcos, CA

July 19, 2023

____________________

TABLE OF CONTENTS

1. INTRODUCTION .................................................................................................................. 1

2. EXISTING AND PROPOSED DRAINAGE PATTERNS AND IMPROVEMENTS .......... 2

3. HYDROLOGY CRITERIA, METHODOLOGY, AND RESULTS ...................................... 5

3.1 Hydrology Criteria .......................................................................................................... 5

3.2 Hydrologic Methodology ................................................................................................ 5

3.3 Description of Hydrologic Modeling Software .............................................................. 6

4. HYDROLOGY RESULTS ..................................................................................................... 6

4.1 Water Quality Considerations ......................................................................................... 7

4.2 Hydromodification Analysis ........................................................................................... 7

5. HYDRAULIC CRITERIA, METHODOLOGY, AND RESULTS ....................................... 8

6. WATER QUALITY AND HYDROMODIFICATION ANALYSIS ..................................... 9

7. CONCLUSION ....................................................................................................................... 9

FIGURES

Figure 1: Project Vicinity Map ...................................................................................................... 1

TABLES

Table 1: Hydrology Criteria ............................................................................................................ 5

Table 2: Hydrology Results ............................................................................................................ 7

APPENDICES

1 Isopluvials - Intensity-Duration Chart - Runoff C oefficients - NRCS Hydrologic Soil Groups

2 100-year Existing Conditions Rational Method Comp uter Output 3 100-year Proposed Conditions Rational Method Comp uter Output 4 Hydraulic Calculations
5 Drainage Exhibits
A – FEMA Floodplain Map
B – Existing Conditions Hydrology Map
C – Proposed Conditions Hydrology Map

P:\4457\Engr\Reports\Drainage\4457 DR FE.docx 1

1. INTRODUCTION
This Preliminary Drainage Report has been prepared in support of the Tentative Map Entitlement submittal for the Restaurant Row project. The site is approximately 10 acres in size and located in the City of San Marcos west of State Route 78 (SR 78), bounded by West San Marcos Boulevard and Via Vera Cruz. Figure 1 shows the vicinity map for the project.

Figure 1: Project Vicinity Map
The purpose of this report is to determine hydrolog ic impact, if any, to the existing storm drain facilities or natural drainage, and provide peak 100-year discharge values for existing and proposed conditions, and to provide the required analysis of potential development impacts and mitigations with respect to drainage.

P:\4457\Engr\Reports\Drainage\4457 DR FE.docx 2
The drainage analyses presented herein reflect the Tentative Map level-of-effort, which include peak 100-year storm event hydrologic analyses using preliminary grades. Hydraulic analyses for inlets, pipe sizes, inverts, and HGL’s will be prov ided during final engineering. Therefore, the purpose of this report submittal is to acquire from the City of San Marcos: 1) concept approval of the proposed storm drain layout, 2) approval of the methodology used in the evaluation of the project storm drain system hydrology, and 3) identi fication of critical path drainage issues that need to be addressed during final engineering.The p roject will meet State NPDES construction and municipal stormwater permit requirements. The construction phase BMPs associated with the project will be addressed in the Grading and Erosion Contro l Plans and the SWPPP. The post- construction BMPs for the project are provided in t he Storm Water Quality Management Plan (SWQMP) for Restaurant Row.

The project is partially within FEMA FIRM Panel Nos . 06073C0789H and 06073C0793G, effective date March 7, 2013 per LOMR Case #12-09-1 029P. The site is within Zone AE of the Special Flood Hazard Area (SFHA) that is subject to inundation by the 1% annual chance flood.

Zone AE is defined as areas with “base flood elevations determined”. The northern portion of the site is within the floodway areas in Zone AE. The floodway is the channel of a stream plus any adjacent areas that must be kept free of encroachme nt so that the 1% annual flood chance can be carried without substantial increases in flood heig hts. Refer to Exhibit A in Appendix 5 for the FEMA Floodplain Map.

2. EXISTING AND PROPOSED DRAINAGE PATTERNS AND IMPR OVEMENTS The following sections provide descriptions of the existing and proposed drainage patterns and improvements for the project.

The project site is bounded by West San Marcos Boul evard and Via Vera Cruz. The project lies within an existing 100-year floodway and floodplain , just downstream of the San Marcos Creek highway 78 Splitflow. Under existing condition, the project area consist of commercial development with a large parking lot area and a num ber of restaurants. The project site generally drains towards the center, towards the middle of th e large parking lot. Surface grates along the project site collect project runoff and convey the runoff towards an existing 30” pipe that runs P:\4457\Engr\Reports\Drainage\4457 DR FE.docx 3
through the project site. This 30” pipe connects a 36” x 60” elliptical pipe in Via Vera Cruz to an existing concrete channel west of the site. San Mar cos Creek is located southwest of the project site, downstream of the project outfall point.

The site is bounded by a Wells Fargo, a Buffalo Wil d Wings and similar restaurants to the east, and some home health service buildings to the north . The 100-Year floodway encroaches within the parking lot in between the home service buildings in the north and the restaurants in the south.

The existing drainage is modeled as one hydrology system, depicted as System 100. See hydrology routing and Exhibit B for reference on node placement.

The project proposes a mixed use zone that incorpor ates retail storefronts, urban living, and community destinations in a vertical pedestrian-ori ented setting. To maintain the pedestrian- oriented setting, the ground floor will be limited to retail and other active uses along the primary street frontage of Via Vera Cruz and West San Marco s Boulevard. Residential units will encompass the majority of the site, including homes over commercial units along the project frontage. Another project known as the Sears Site, under a different developer, is adjacent and west of this project. The Sears Site and this project (Restaurant Row) are designed in conjunction to provide a pedestrian paseo access between both s ites. The pedestrian access is designed throughout this project connecting to the Sears Si te in order to provide pedestrian access from Buffalo Wild Wings to Edwards Cinema’s. This pedestrian paseo corridor also serves as a secure, illuminated pedestrian access throughout the proje ct site. A flood park is implemented in the existing floodway with a variety of ammenities tol erant of inundation. The proposed site will allow for opportunity to program special events for the community. In addition, a smaller residential park is proposed just south and out of the floodway in order to provide playground structures for children of different age groups.

The onsite drainage improvements consist of private streets, gutters, and curb inlets that tie into underground storm drain systems. The project proposes to upsize the existing 30” storm drain that conveys the majority of the site to a double 36” st orm drain with a new alignment, that will ultimately transition to a dual RCB before it disch arges to the existing concrete channel. In addition, the project proposes to construct some pu blic improvements and street widening along the project frontage. These public improvements include center median improvements, and a new P:\4457\Engr\Reports\Drainage\4457 DR FE.docx 4
side median for milti-way traffic improvement lanes in San Marcos Boulevard. Preliminary hydrology modeling is prepared for this area.

The majority of the onsite storm drain system is pr oposed to be private and is proposed to be maintained by the HOA. As the project grading has been designed to fit into the existing landform, the proposed drainage areas mimic the existing cond ition and consist of one onsite drainage system, and one offsite drainage system, Systems 10 0 and 200, respectively. Refer to Exhibit C, Proposed Condition Hydrology Map, included in Appendix 5. The ultimate discharge point of this system, in relation to the project boundary, is eff ectively the same as the existing condition: west towards San Marcos Creek via the existing concrete channel.

The proposed drainage patterns will be the relative ly the same as in existing conditions. The site will generally drain towards the existing 100-Year floodway and drain to the west towards the existing concrete channel. Most of the roof drainag e for the residential motorcourts will drain to the center of their courtyards and will be collected in inlets and conveyed through the storm drain.

The drainage pattern on San Marcos Blvd will remain the same as in existing conditions too. The proposed condition will include more pervious lands caping areas compared with existing conditions, which contribute to lower flow rates; t herefore no 100-Year detention is required for the project. Water quality requirements will be add ressed with modular wetland systems and hydromodification requirements will be addressed wi th underground storage vaults. The public improvement on San Marcos Blvd will be addressed wi th green street exemption. The Best Management Practices are discussed further in the project’s SWQMP, under separate cover.

P:\4457\Engr\Reports\Drainage\4457 DR FE.docx 5

3. HYDROLOGY CRITERIA, METHODOLOGY, AND RESULTS
This section of the report summarizes the drainage criteria that were used in the hydrologic analysis and key elements of the methodology. Also included is a description of the computer model used in the computations.

3.1 Hydrology Criteria
The drainage basins were delineated using available topography and the proposed grading layout for the project. Table 1 summarizes the key hydrolo gy assumptions and criteria used for the hydrologic modeling.

Table 1: Hydrology Criteria
Existing and Proposed Hydrology:
100-year storm frequency
Soil Type: Hydrologic Soil Group C, and D per USDA web soil survey.

Land Use / Runoff Coefficients: Based on criteria p resented in the 2003 County of San Diego Hydrology Manual,
Rainfall intensity: Based on intensity duration frequency relationships presented in the 2003 County of San Diego Hydrology
Manual.

For the existing condition analysis, the existing condition runoff coefficients were calculated based on the percentage of soil types within the project. See the weighted runoff coefficient calculations for existing condition in Appendix 2 and Appendix 3 for proposed condition. A majority of the onsite area contains type D soils.

3.2 Hydrologic Methodology
The Modified Rational Method was used to determine the 100-year peak discharge flows for the design of the storm drain improvements. The goal of the project hydrology analysis is to:
• Determine existing and design peak 100-year flows for the sizing of the onsite storm drain P:\4457\Engr\Reports\Drainage\4457 DR FE.docx 6
system gutters, curb inlets, catch basins, and pipe s that convey flow to the discharge locations.
• Verify that the project does not adversely impact the existing storm drain improvements or natural drainage. A comparative analysis was perfor med between the existing peak 100- year discharge and project peak 100-year discharge. For results of the analysis see Exhibits B and C for existing and proposed conditions hydrology maps, and Appendices 2 and 3 for existing and proposed condition Rational Method computer output.

3.3 Description of Hydrologic Modeling Software
The Modified Rational Method was used to determine the 100-year storm flow for the design of the storm system. The AES Rational Method Program w as used to perform the hydrologic calculations. This section provides a brief explanation of the computational procedure used in the computer model.

The AES Modified Rational Method Hydrology Program is a computer-aided design program where the user develops a node link model of the wa tershed. Developing independent node link models for each interior watershed and linking thes e sub-models together at confluence points creates the node link model. The intensity-duration-frequency relationships are applied to each of the drainage areas in the model to get the peak flow rates at each point of interest.

4. HYDROLOGY RESULTS
In general, the project hydrology results presented herein were used to 1) verify that the project does not adversely impact the existing storm drain system or natural drainage, and 2) verify that the project does not increase peak flow rates.

Storm runoff from the onsite project will be collected and conveyed to several locations within the same dual 36” pipe to a single 6’x2’ RCB, therefore only one outfall is analyzed for the onsite area. For the public improvement on San Marcos Blvd, the storm runoff will be collected with an P:\4457\Engr\Reports\Drainage\4457 DR FE.docx 7
existing inlet and storm drain. Both the outfalls w ill discharge to the same existing channel (Per GP 102) ultimately.

Table 2 summarizes the Rational Method hydrology results for the project outfalls for the existing and proposed conditions.

Table 2: Hydrology Results

Table 2 compares the existing and proposed peak flow rates for the outfalls.

The results of the hydrology analysis indicate that peak flows for the proposed condition will decrease compared to existing condition. Therefore, 100-year detention is not required since 100- year post-project peak flows are less than 100-year pre-project peak flows.

4.1 Water Quality Considerations
The onsite BMPs will be maintained by the HOA, and sediment and debris collected in the hydromodification vault will be maintained via a va ctor truck procedure. Both the pollutant removal BMPs and the hydromodification vaults will have strategically placed access holes in order to facilitate maintenance. The BMPs will be inspected regularly to inspect for sedimentation.

The planters on San Marcos Blvd are in the public right of way, and will be maintained by City of San Marcos.

4.2 Hydromodification Analysis
As previously mentioned, the project is tributary t o San Marcos Creek via an existing concrete channel west of the project site, which is subject to hydromodification compliance, as well as peak flow attenuation requirements. For more information on how the project complies with the final hydromodification requirements, refer to the Hydromodification Management Study, prepared by SYSTEM AREA TC Q100 SYSTEM AREA TC Q100
(ac) (min) (cfs) (ac) (min) (cfs)
# 1 100E 18.4 4.9 122.8 100P 18.5 6.8 104.6 # 2 200E 2.0 12.1 8.4 200P 2.1 7.9 11.3 TOTAL 131.20 115.90

RESTAURANT ROW HYDROLOGY SUMMARY

OUTFALL
OF

INTEREST

EXISTING CONDITION PROPOSED CONDITION
P:\4457\Engr\Reports\Drainage\4457 DR FE.docx 8
Project Design Consultants within the project’s SWQ MP. The stated purpose of the final hydromodification management requirements for PDPs is “…to minimize the potential of storm water discharges from the MS4 from causing altered flow regimes and excessive downstream erosion in receiving waters” (City of San Marcos BMP Design Manual, page 6-1). Flow duration control is the most common form of hydromodification management.

5. HYDRAULIC CRITERIA, METHODOLOGY, AND RESULTS
The project limits are within an existing 100-year floodway, which causes a relatively high tailwater condition for the projects storm drain system Refer to the project Flood Study, prepared by Chang Consultants for the results of the study. The existing 30-inch pipe that drains westerly through the site will be realigned so that the prop osed alignment avoids the proposed park area.

The pipe will be upsized to a double 36-inch pipe, per the recommendations outlined in the Draft City Master Drainage Plan, which is currently being finalized by Rick Engineering. The pipe will transition to a single 6’x 2’ box towards the westerly portion of the alignment due to shallow cover, before entering into the existing concrete channel; to the west of the site. While the proposed storm drain will improve existing drainage conditions on the site, due to its location in the floodway and the large upstream area, it would be impossible to size the conveyance to convey the 100-year flow underground. Therefore, the storm drain line is sized to improve existing condition, but not comply fully with HGL requirements in the Drainage Design Manual. The project proposes to improve the storm drain line that traverses the site and tie in to the existing line within the project's property boundary. Any future upsizing, realignment, and upstream extension to the Via Vera Cruz storm drain would need to be performed by others. A conc eptual alignment of what the future storm drain extension and realignment might look like is illustrated in Exhibit D in Appendix 5.

Most storm drain systems drain towards the proposed storm drain within the existing 100-year floodway. In order to estimate an appropriate tailw ater elevation for the onsite hydraulic computations, a Coincidental Frequency Calculation was completed. Because of the drastic differences in tributary areas between the onsite drainage area and the San Marcos Creek, the time of concentrations of the two drainage areas are ver y different. Section 3.3.5 of the San Diego County Hydraulic Design Manual states, “if the proj ect’s outfall channel is a river or a stream, it P:\4457\Engr\Reports\Drainage\4457 DR FE.docx 9
may be necessary to consider joint or coincidental probability of the two hydrologic events occurring at the same time...” As such, an area ratio of the tributary system was calculated and per Table 3-4 the return period for the coincidental fr equency analysis was determined to be the 10- year event for storm drain lines. Both scenarios we re analyzed, the 100-year water surface elevation (WSE) at the Creek with the 10-year peak flow in the pipe, and the 10-year WSE at the Creek with the 100-year peak flow in the pipe. Storm drain lines during Final Engineering will be designed with the most conservative scenario, the 1 00-year WSE at the floodplain with the 10- year peak flow in the pipe. See coincidental frequency calculations in Appendix 4.

In addition, the finished floor elevations of the units will be designed to be at least 2 feet above the base flood elevations, per Municipal Code Secti on 20.255.110. All garage finish floor elevations will also be set above the base flood elevation.

6. WATER QUALITY AND HYDROMODIFICATION ANALYSIS
For more information on the treatment control and h ydromodification aspect of the proposed hydromodification/ pollutant control BMPs, refer to the project Storm Water Quality Management Plan.

7. CONCLUSION
This drainage report has been prepared in support o f the design of storm drain improvements for the Restaurant Row project. The purpose of this re port is to provide peak discharges for use in designing the private and public storm drain systems for the project. The hydrology results indicate that the post-project flow rates do not exceed pre-project flow rates, due to an increase of landscape areas compared to existing condition. The proposed buildings are elevated above the 100-year flood elevation. The storm drains will be designed during Final Engineering. This Preliminary Drainage Study supports the entitlement package, an d shows a preliminary storm drain design to support the proposed project.

APPENDIX 1

Isopluvials - Intensity-Duration Chart - Runoff Coefficients –

□
/1 /2 /3 □ /4 /5 /6 /7 /8 □ /9 /8 /10 /3 /11 /12 □ /13 /12 /14 /15 /8 /16 /8 /7 /12 □ /17 /2 /3 /10 /2 /16 □ □ □ □ □ /1 /6 /18 /11 /5 /8 /3 /19 □ □ □ /20 □ /4 /2 /11 /6 /19 □ □ /21 /10 /3 /6 □ /22 /23 /23 /20 □ □ □ □ □ /24 /2 /7 /6 /19 □ □ □ □ □ □ □ □ □ /25 □ /8 /26 □ /22 /25 □ □
□
/28 /29 /30 /31 /32 □ /33 /34 /35 □
/36 /37 /38 /39 /40 /40 □ /41 /39 /42 /40 /40 /43 /41 /43 /42 /38 /28 /44 □ /40 /39 /36 □ /37 /36 /45 /46 /38 □ /46 /36 /42 /46 /44 □ □
/47 /2 /3 /14 □ /48 /49 /6 □ /50 /10 /3 /8 /26 /26 □ /9 /8 /6 /26 /26 /5 /18 /5 /6 /3 /11 □ /51 /9 /52 □ /1 /8 /5 /16 /53 /12 /54 /6
/55 /50 /9 /1 □ /56 /16 /6 /57 /6 /3 /11 /49 □ /9 /8 /10 /3 /11 /12 □ /56 /16 /6 /57 /6 /3 /11 /49 □ /58 □ /59 /17 /24 /56 /50 /60 □ /61 □ /62 □ /9 □ /4 □ /48 /3 /14 /5 /49 /11 /10 /15 /63 /6 /14 □ /55 /2 /11 /10 /15 /2 /16 □ /53 /6 /15 /15 /2 /5 /3 □ /64 /55 /2 /11 /10 /15 /2 /16 /65 □ /24 /6 /15 /57 /2 /3 /6 /3 /11 □ /66 /54 /6/3 □ /1 /54 /2 /18 /6 □ /23 /67 □ □ □ □ □ /23 /60 /22 /23 /23 /60 /22 /68 /23 /60 /20 /23 /23 /60 /20 /68 /47 /8 /69 □ /4 /6 /3 /49 /5 /11 /12 □ /50 /6 /49 /5 /14 /6 /3 /11 /5 /2 /16 □ /64 /47 /4 /50 /65 □ /50 /6 /49 /5 /14 /6 /3 /11 /5 /2 /16 /70 □ /71 /60 /23 □ /4 /48 /72 /61□ /8 /15 □ /16 /6 /49 /49 □ /71 /23 □ /23 /60 /22 /73 □ /23 /60 /20 /22 □ /23 /60 /20 /25 □ /23 /60 /74 /71 □ /47 /8 /69 □ /4 /6 /3 /49 /5 /11 /12 □ /50 /6 /49 /5 /14 /6 /3 /11 /5 /2 /16 □ /64 /47 /4 /50 /65 □ /50 /6 /49 /5 /14 /6 /3 /11 /5 /2 /16 /70 □ /22 /60 /23 □ /4 /48 /72 /61□ /8 /15 □ /16 /6 /49 /49 □ /22 /23 □ /23 /60 /20 /74 □ /23 /60 /20 /75 □ /23 /60 /74 /22 □ /23 /60 /74 /25 □ /47 /8 /69 □ /4 /6 /3 /49 /5 /11 /12 □ /50 /6 /49 /5 /14 /6 /3 /11 /5 /2 /16 □ /64 /47 /4 /50 /65 □ /50 /6 /49 /5 /14 /6 /3 /11 /5 /2 /16 /70 □ /22 /60 /76 □ /4 /48 /72 /61□ /8 /15 □ /16 /6 /49 /49 □ /22 /68 □ /23 /60 /20 /75 □ /23 /60 /74 /71 □ /23 /60 /74 /68 □ /23 /60 /74 /76 □ /17 /6 /14 /5 /10 /57 □ /4 /6 /3 /49 /5 /11 /12 □ /50 /6 /49 /5 /14 /6 /3 /11 /5 /2 /16 □ /64 /17 /4 /50 /65 □ /50 /6 /49 /5 /14 /6 /3 /11 /5 /2 /16 /70 □ /74 /60 /20 □ /4/48 /72 /61 □ /8 /15 □ /16 /6 /49 /49 □ /20 /23 □ /23 /60 /74 /71 □ /23 /60 /74 /68 □ /23 /60 /74 /75 □ /23 /60 /68 /22 □ /17 /6 /14 /5 /10 /57 □ /4 /6 /3 /49 /5 /11 /12 □ /50 /6 /49 /5 /14 /6 /3 /11 /5 /2 /16 □ /64 /17 /4 /50 /65 □ /50 /6 /49 /5 /14 /6 /3 /11 /5 /2 /16 /70 □ /73 /60 /20 □ /4/48 /72 /61 □ /8 /15 □ /16 /6 /49 /49 □ /74 /23 □ /23 /60 /74 /75 □ /23 /60 /68 /71 □ /23 /60 /68 /74 □ /23 /60 /68 /73 □ /17 /6 /14 /5 /10 /57 □ /4 /6 /3 /49 /5 /11 /12 □ /50 /6 /49 /5 /14 /6 /3 /11 /5 /2 /16 □ /64 /17 /4 /50 /65 □ /50 /6 /49 /5 /14 /6 /3 /11 /5 /2 /16 /70 □ /71 /23 /60 /76 □/4 /48 /72 /61 □ /8 /15 □ /16 /6 /49 /49 □ /74 /68 □ /23 /60 /68 /22 □ /23 /60 /68 /74 □ /23 /60 /68 /73 □ /23 /60 /25 /23 □ /17 /6 /14 /5 /10 /57 □ /4 /6 /3 /49 /5 /11 /12 □ /50 /6 /49 /5 /14 /6 /3 /11 /5 /2 /16 □ /64 /17 /4 /50 /65 □ /50 /6 /49 /5 /14 /6 /3 /11 /5 /2 /16 /70 □ /71 /74 /60 /68 □/4 /48 /72 /61 □ /8 /15 □ /16 /6 /49 /49 □ /68 /23 □ /23 /60 /68 /68 □ /23 /60 /68 /75 □ /23 /60 /25 /23 □ /23 /60 /25 /20 □ /13 /5 /7 /77 □ /4 /6 /3 /49 /5 /11 /12 □ /50 /6 /49 /5 /14 /6 /3 /11 /5 /2 /16 □ /64 /13 /4 /50 /65 □ /50 /6 /49 /5 /14 /6 /3 /11 /5 /2 /16 /70 □ /22 /74 /60 /23 □ /4 /48/72 /61 □ /8 /15 □ /16 /6 /49 /49 □ /25 /68 □ /23 /60 /25 /25 □ /23 /60 /25 /73 □ /23 /60 /25 /76 □ /23 /60 /73 /71 □ /13 /5 /7 /77 □ /4 /6 /3 /49 /5 /11 /12 □ /50 /6 /49 /5 /14 /6 /3 /11 /5 /2 /16 □ /64 /13 /4 /50 /65 □ /50 /6 /49 /5 /14 /6 /3 /11 /5 /2 /16 /70 □ /74 /20 /60 /23 □ /4 /48/72 /61 □ /8 /15 □ /16 /6 /49 /49 □ /75 /23 □ /23 /60 /73 /25 □ /23 /60 /73 /73 □ /23 /60 /73 /75 □ /23 /60 /73 /76 □ /9 /8 /57 /57 /6 /15 /18 /5 /2 /16 /72 /59 /3 /14 /10 /49 /11 /15 /5 /2 /16 □ /64 /55 /60 □ /9 /8 /57 /65 □ /55 /6 /5 /7 /77 /63 /8 /15 /77 /8 /8 /14 □ /9 /8 /57 /57 /6 /15 /18/5 /2 /16 □ /75 /23 □ /23 /60 /73 /25 □ /23 /60 /73 /73 □ /23 /60 /73 /75 □ /23 /60 /73 /76 □ /9 /8 /57 /57 /6 /15 /18 /5 /2 /16 /72 /59 /3 /14 /10 /49 /11 /15 /5 /2 /16 □ /64 /78 /60 □ /9 /8 /57 /65 □ /78 /6 /3 /6 /15 /2 /16 □ /9 /8 /57 /57 /6 /15 /18 /5 /2 /16 □ /75/68 □ /23 /60 /75 /23 □ /23 /60 /75 /23 □ /23 /60 /75 /71 □ /23 /60 /75 /22 □ /9 /8 /57 /57 /6 /15 /18 /5 /2 /16 /72 /59 /3 /14 /10 /49 /11 /15 /5 /2 /16 □ /64 /66 /60 /24 /60 □ /9 /8 /57 /65 □ /66 /26 /26 /5 /18 /6 □ /24 /15 /8 /26 /6 /49 /49 /5 /8 /3 /2/16 /72 /9 /8 /57 /57 /6 /15 /18 /5 /2 /16 □ /76 /23 □ /23 /60 /75 /20 □ /23 /60 /75 /74 □ /23 /60 /75 /74 □ /23 /60 /75 /68 □ /9 /8 /57 /57 /6 /15 /18 /5 /2 /16 /72 /59 /3 /14 /10 /49 /11 /15 /5 /2 /16 □ /64 /47 /5 /57 /5 /11 /6 /14 □ /59 /60 /65 □ /47 /5 /57 /5 /11 /6 /14 □ /59 /3 /14 /10 /49 /11 /15 /5/2 /16 □ /76 /23 □ /23 /60 /75 /20 □ /23 /60 /75 /74 □ /23 /60 /75 /74 □ /23 /60 /75 /68 □ /9 /8 /57 /57 /6 /15 /18 /5 /2 /16 /72 /59 /3 /14 /10 /49 /11 /15 /5 /2 /16 □ /64 /78 /6 /3 /6 /15 /2 /16 □ /59 /60 /65 □ /78 /6 /3 /6 /15 /2 /16 □ /59 /3 /14 /10 /49 /11 /15 /5/2 /16 □ /76 /68 □ /23 /60 /75 /73 □ /23 /60 /75 /73 □ /23 /60 /75 /73 □ /23 /60 /75 /73 □ □ □ □ □ □
/67 /53 /77 /6 □ /79 /2 /16 /10 /6 /49 □ /2 /49 /49 /8 /18 /5 /2 /11 /6 /14 □ /69 /5 /11 /77 □ /23 /58 □ /5 /57 /54 /6 /15 /79 /5 /8 /10 /49 □ /57 /2 /12 □ /63 /6 □ /10 /49/6 /14 □ /26 /8 /15 □ /14 /5 /15 /6 /18 /11 □ /18 /2 /16 /18 /10 /16 /2 /11 /5 /8 /3 □ /8 /26 □ /11 /77 /6 □ /15 /10 /3 /8 /26 /26 □ /18 /8 /6 /26 /26 /5 /18 /5 /6 /3 /11□ /2 /49 □ /14 /6 /49 /18 /15 /5 /63 /6 /14 □ /5 /3 □ /1 /6 /18 /11 /5 /8 /3 □ /20 /60 /71 /60 /22 □ /64 /15 /6 /54 /15 /6 /49 /6 /3 /11 /5 /3 /7 □ /11 /77 /6 □ /54 /6/15 /79 /5 /8 /10 /49 □ /15 /10 /3 /8 /26 /26 □ /18 /8 /6 /26 /26 /5 /18 /5 /6 /3 /11 /70 □ /9 /54 /70 □ /26 /8 /15 □ /11 /77 /6 □ /49 /8 /5 /16 □ /11 /12 /54 /6 /65 /70 □ /8 /15 □ /26 /8 /15 □ /2 /15 /6 /2 /49 □ /11/77 /2 /11 □ /69 /5 /16 /16 □ /15 /6 /57 /2 /5 /3 □ /10 /3 /14 /5 /49 /11 /10 /15 /63 /6 /14 □ /5 /3 □ /54 /6 /15 /54 /6 /11 /10 /5 /11 /12 /60 □ □ /21 /10 /49 /11 /5 /26 /5/18 /2 /11 /5 /8 /3 □ /57 /10 /49 /11 □ /63 /6 □ /7 /5 /79 /6 /3 □ /11 /77 /2 /11 □ /11 /77 /6 □ /2 /15 /6 /2 □ /69 /5 /16 /16 □ /15 /6 /57 /2 /5 /3 □ /3 /2 /11 /10/15 /2 /16 □ /26 /8 /15 /6 /79 /6 /15 □ /64 /6 /60 /7 /60 /70 □ /11 /77 /6 □ /2 /15 /6 /2 □ /5 /49 □ /16 /8 /18 /2 /11 /6 /14 □ /5 /3 □ /9 /16 /6 /79 /6 /16 /2 /3 /14 □ /55 /2 /11 /5 /8 /3 /2 /16 □ /80 /8 /15 /6 /49 /11 /65 /60 □ /4 /48 /72 /61 □ /81 □ /14 /69 /6 /16 /16 /5 /3 /7 □ /10 /3 /5 /11 /49 □ /54 /6 /15 □ /2 /18 /15 /6 □ /55 /50 /9 /1 □ /81 □ /55 /2 /11 /5 /8 /3 /2 /16 □ /50 /6 /49 /8 /10 /15 /18 /6 /49 □ /9 /8 /3 /49 /6 /15 /79 /2 /11 /5 /8 /3 □ /1 /6 /15 /79 /5 /18 /6□ □
□
/33 /34 /82 □

3.2 5.4
59 100

PROJECT SITE
P6=3.2"
P6=3.2"

PROJECT SITE
P24=5.4"
P24=5.4"
DRAFT
DRAFT
DRAFT
DRAFT

APPENDIX 2

100-year Existing Conditions Rational Method Computer Output

P:\4457\Engr\Reports\Drainage\HYDRO\Existing\ S100E100.RES ____________________________________________________________________________ ****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1509
Analysis prepared by:

************************** DESCRIPTION OF STUDY ************************** * RESTAURANT ROW * * EXISTING CONDITION * * 100 YEAR DESIGN STORM * ************************************************************************** FILE NAME: S100E100.DAT
TIME/DATE OF STUDY: 13:57 09/21/2022
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 3.200
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 1.00 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 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 96
INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00
UPSTREAM ELEVATION(FEET) = 538.20
DOWNSTREAM ELEVATION(FEET) = 537.00
ELEVATION DIFFERENCE(FEET) = 1.20
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.204
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN Printed: 9/21/2022 2:55:50 PM PM Modified: 9/21/2022 1:57:55 PM PM Page 1 of 14 P:\4457\Engr\Reports\Drainage\HYDRO\Existing\ S100E100.RES THE MAXIMUM OVERLAND FLOW LENGTH = 67.14
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 0.50
TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.50 **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 101.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.78
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.75
PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 3.73
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 220.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

ASSUME FULL-FLOWING PIPELINE
Printed: 9/21/2022 2:55:50 PM PM Modified: 9/21/2022 1:57:55 PM PM Page 2 of 14 P:\4457\Engr\Reports\Drainage\HYDRO\Existing\ S100E100.RES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.50
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.32
PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 3.98
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 304.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 96
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8400
Printed: 9/21/2022 2:55:50 PM PM Modified: 9/21/2022 1:57:55 PM PM Page 3 of 14 P:\4457\Engr\Reports\Drainage\HYDRO\Existing\ S100E100.RES SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 2.12 TOTAL AREA(ACRES) = 1.4 TOTAL RUNOFF(CFS) = 10.20 TC(MIN.) = 3.98
**************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 106.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 14.88
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.69
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 4.05
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 368.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 110.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 96
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8400
SUBAREA AREA(ACRES) = 0.17 SUBAREA RUNOFF(CFS) = 1.20 TOTAL AREA(ACRES) = 2.1 TOTAL RUNOFF(CFS) = 14.94 Printed: 9/21/2022 2:55:50 PM PM Modified: 9/21/2022 1:57:55 PM PM Page 4 of 14 P:\4457\Engr\Reports\Drainage\HYDRO\Existing\ S100E100.RES TC(MIN.) = 4.05
**************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 112.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 156.00 MANNING'S N = 0.013

ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 19.03
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.94
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 4.19
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 112.00 = 524.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 96
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8432
SUBAREA AREA(ACRES) = 1.14 SUBAREA RUNOFF(CFS) = 8.17 TOTAL AREA(ACRES) = 3.6 TOTAL RUNOFF(CFS) = 25.66 TC(MIN.) = 4.19
**************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 112.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 96
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8449
SUBAREA AREA(ACRES) = 1.21 SUBAREA RUNOFF(CFS) = 8.67 TOTAL AREA(ACRES) = 4.8 TOTAL RUNOFF(CFS) = 34.33 TC(MIN.) = 4.19
Printed: 9/21/2022 2:55:50 PM PM Modified: 9/21/2022 1:57:55 PM PM Page 5 of 14 P:\4457\Engr\Reports\Drainage\HYDRO\Existing\ S100E100.RES **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 124.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 184.00 MANNING'S N = 0.013

ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 19.43
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 34.33
PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 4.35
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 124.00 = 708.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 124.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 4.35
RAINFALL INTENSITY(INCH/HR) = 8.43
TOTAL STREAM AREA(ACRES) = 4.82
PEAK FLOW RATE(CFS) AT CONFLUENCE = 34.33
**************************************************************************** FLOW PROCESS FROM NODE 119.00 TO NODE 120.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 96
INITIAL SUBAREA FLOW-LENGTH(FEET) = 123.00
UPSTREAM ELEVATION(FEET) = 538.00
DOWNSTREAM ELEVATION(FEET) = 535.00
ELEVATION DIFFERENCE(FEET) = 3.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.883
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 74.39
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 1.15
TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 1.15 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00
REPRESENTATIVE CHANNEL SLOPE = 0.0050
CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 5.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8400 Printed: 9/21/2022 2:55:50 PM PM Modified: 9/21/2022 1:57:55 PM PM Page 6 of 14 P:\4457\Engr\Reports\Drainage\HYDRO\Existing\ S100E100.RES SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 96
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.01 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.01 AVERAGE FLOW DEPTH(FEET) = 0.49 TRAVEL TIME(MIN.) = 1.11 Tc(MIN.) = 3.99
SUBAREA AREA(ACRES) = 1.09 SUBAREA RUNOFF(CFS) = 7.72 AREA-AVERAGE RUNOFF COEFFICIENT = 0.841
TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 8.87 END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.62 FLOW VELOCITY(FEET/SEC.) = 3.46 LONGEST FLOWPATH FROM NODE 119.00 TO NODE 121.00 = 323.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013

ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 11.29
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.87
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 4.06
LONGEST FLOWPATH FROM NODE 119.00 TO NODE 122.00 = 373.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 123.00 TO NODE 122.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 96
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8410
SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 2.12 TOTAL AREA(ACRES) = 1.5 TOTAL RUNOFF(CFS) = 10.99 TC(MIN.) = 4.06
**************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 124.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 153.00 MANNING'S N = 0.013

ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.22
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.99
PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 4.47
LONGEST FLOWPATH FROM NODE 119.00 TO NODE 124.00 = 526.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 124.00 IS CODE = 81 Printed: 9/21/2022 2:55:50 PM PM Modified: 9/21/2022 1:57:55 PM PM Page 7 of 14 P:\4457\Engr\Reports\Drainage\HYDRO\Existing\ S100E100.RES ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 96
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8408
SUBAREA AREA(ACRES) = 0.37 SUBAREA RUNOFF(CFS) = 2.62 TOTAL AREA(ACRES) = 1.9 TOTAL RUNOFF(CFS) = 13.61 TC(MIN.) = 4.47
**************************************************************************** FLOW PROCESS FROM NODE 126.00 TO NODE 124.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 96
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8407
SUBAREA AREA(ACRES) = 0.39 SUBAREA RUNOFF(CFS) = 2.76 TOTAL AREA(ACRES) = 2.3 TOTAL RUNOFF(CFS) = 16.37 TC(MIN.) = 4.47
**************************************************************************** FLOW PROCESS FROM NODE 128.00 TO NODE 124.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 96
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8436
SUBAREA AREA(ACRES) = 1.05 SUBAREA RUNOFF(CFS) = 7.52 TOTAL AREA(ACRES) = 3.4 TOTAL RUNOFF(CFS) = 23.90 TC(MIN.) = 4.47
**************************************************************************** FLOW PROCESS FROM NODE 128.00 TO NODE 124.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 4.47
RAINFALL INTENSITY(INCH/HR) = 8.43
TOTAL STREAM AREA(ACRES) = 3.36
PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.90
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 34.33 4.35 8.431 4.82
2 23.90 4.47 8.431 3.36

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
Printed: 9/21/2022 2:55:50 PM PM Modified: 9/21/2022 1:57:55 PM PM Page 8 of 14 P:\4457\Engr\Reports\Drainage\HYDRO\Existing\ S100E100.RES CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 57.55 4.35 8.431
2 58.23 4.47 8.431
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 58.23 Tc(MIN.) = 4.47
TOTAL AREA(ACRES) = 8.2
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 124.00 = 708.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 129.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013

ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 11.86
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 58.23
PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 4.69
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 129.00 = 858.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 129.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 96
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8437
SUBAREA AREA(ACRES) = 1.51 SUBAREA RUNOFF(CFS) = 10.69 TOTAL AREA(ACRES) = 9.7 TOTAL RUNOFF(CFS) = 68.93 TC(MIN.) = 4.69
**************************************************************************** FLOW PROCESS FROM NODE 131.00 TO NODE 129.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 96
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8442
SUBAREA AREA(ACRES) = 0.92 SUBAREA RUNOFF(CFS) = 6.59 TOTAL AREA(ACRES) = 10.6 TOTAL RUNOFF(CFS) = 75.52 TC(MIN.) = 4.69
**************************************************************************** FLOW PROCESS FROM NODE 129.00 TO NODE 132.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
Printed: 9/21/2022 2:55:50 PM PM Modified: 9/21/2022 1:57:55 PM PM Page 9 of 14 P:\4457\Engr\Reports\Drainage\HYDRO\Existing\ S100E100.RES >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 153.00 MANNING'S N = 0.013

ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 15.38
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 75.52
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 4.85
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 132.00 = 1011.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 133.00 TO NODE 132.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 96
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8435
SUBAREA AREA(ACRES) = 2.06 SUBAREA RUNOFF(CFS) = 14.59 TOTAL AREA(ACRES) = 12.7 TOTAL RUNOFF(CFS) = 90.11 TC(MIN.) = 4.85
**************************************************************************** FLOW PROCESS FROM NODE 134.00 TO NODE 132.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 96
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8442
SUBAREA AREA(ACRES) = 1.53 SUBAREA RUNOFF(CFS) = 10.96 TOTAL AREA(ACRES) = 14.2 TOTAL RUNOFF(CFS) = 101.07 TC(MIN.) = 4.85
**************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 132.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 96
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8445
SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 5.02 TOTAL AREA(ACRES) = 14.9 TOTAL RUNOFF(CFS) = 106.09 TC(MIN.) = 4.85
**************************************************************************** FLOW PROCESS FROM NODE 132.00 TO NODE 136.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ Printed: 9/21/2022 2:55:50 PM PM Modified: 9/21/2022 1:57:55 PM PM Page 10 of 14 P:\4457\Engr\Reports\Drainage\HYDRO\Existing\ S100E100.RES REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013

ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 21.61
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 106.09
PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 4.94
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 136.00 = 1131.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 132.00 TO NODE 136.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 4.94
RAINFALL INTENSITY(INCH/HR) = 8.43
TOTAL STREAM AREA(ACRES) = 14.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 106.09
**************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 141.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 96
INITIAL SUBAREA FLOW-LENGTH(FEET) = 94.00
UPSTREAM ELEVATION(FEET) = 538.00
DOWNSTREAM ELEVATION(FEET) = 535.00
ELEVATION DIFFERENCE(FEET) = 3.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.860
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 80.96
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 0.57
TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.57 **************************************************************************** FLOW PROCESS FROM NODE 141.00 TO NODE 142.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ CHANNEL LENGTH THRU SUBAREA(FEET) = 550.00
REPRESENTATIVE CHANNEL SLOPE = 0.0140
CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 5.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 5.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 96
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.31 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.43 AVERAGE FLOW DEPTH(FEET) = 0.40 TRAVEL TIME(MIN.) = 2.07 Tc(MIN.) = 4.93
Printed: 9/21/2022 2:55:50 PM PM Modified: 9/21/2022 1:57:55 PM PM Page 11 of 14 P:\4457\Engr\Reports\Drainage\HYDRO\Existing\ S100E100.RES SUBAREA AREA(ACRES) = 1.34 SUBAREA RUNOFF(CFS) = 9.49 AREA-AVERAGE RUNOFF COEFFICIENT = 0.840
TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 10.06 END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.53 FLOW VELOCITY(FEET/SEC.) = 5.21 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 142.00 = 644.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 143.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ CHANNEL LENGTH THRU SUBAREA(FEET) = 250.00
REPRESENTATIVE CHANNEL SLOPE = 0.0230
CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 5.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 5.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.872
OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 96
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.76 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.58 AVERAGE FLOW DEPTH(FEET) = 0.51 TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 5.56
SUBAREA AREA(ACRES) = 0.51 SUBAREA RUNOFF(CFS) = 3.41 AREA-AVERAGE RUNOFF COEFFICIENT = 0.843
TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 12.80 END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.52 FLOW VELOCITY(FEET/SEC.) = 6.76 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 143.00 = 894.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 143.00 TO NODE 136.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ CHANNEL LENGTH THRU SUBAREA(FEET) = 230.00
REPRESENTATIVE CHANNEL SLOPE = 0.0100
CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 1.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 12.80
FLOW VELOCITY(FEET/SEC.) = 5.28 FLOW DEPTH(FEET) = 0.45 TRAVEL TIME(MIN.) = 0.73 Tc(MIN.) = 6.29
LONGEST FLOWPATH FROM NODE 140.00 TO NODE 136.00 = 1124.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 139.00 TO NODE 136.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.273
OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 96
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8440
SUBAREA AREA(ACRES) = 0.44 SUBAREA RUNOFF(CFS) = 2.72 TOTAL AREA(ACRES) = 2.4 TOTAL RUNOFF(CFS) = 14.55 TC(MIN.) = 6.29
Printed: 9/21/2022 2:55:50 PM PM Modified: 9/21/2022 1:57:55 PM PM Page 12 of 14 P:\4457\Engr\Reports\Drainage\HYDRO\Existing\ S100E100.RES **************************************************************************** FLOW PROCESS FROM NODE 137.00 TO NODE 136.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.273
OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 96
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8449
SUBAREA AREA(ACRES) = 0.42 SUBAREA RUNOFF(CFS) = 2.60 TOTAL AREA(ACRES) = 2.8 TOTAL RUNOFF(CFS) = 17.14 TC(MIN.) = 6.29
**************************************************************************** FLOW PROCESS FROM NODE 138.00 TO NODE 136.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.273
OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 96
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8455
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 2.47 TOTAL AREA(ACRES) = 3.2 TOTAL RUNOFF(CFS) = 19.62 TC(MIN.) = 6.29
**************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 136.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.273
GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8100
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 94
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8427
SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 1.65 TOTAL AREA(ACRES) = 3.5 TOTAL RUNOFF(CFS) = 21.27 TC(MIN.) = 6.29
**************************************************************************** FLOW PROCESS FROM NODE 138.00 TO NODE 136.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 6.29
RAINFALL INTENSITY(INCH/HR) = 7.27
TOTAL STREAM AREA(ACRES) = 3.47
PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.27
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 106.09 4.94 8.431 14.90
2 21.27 6.29 7.273 3.47

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.

Printed: 9/21/2022 2:55:50 PM PM Modified: 9/21/2022 1:57:55 PM PM Page 13 of 14 P:\4457\Engr\Reports\Drainage\HYDRO\Existing\ S100E100.RES ** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 122.81 4.94 8.431
2 112.78 6.29 7.273
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 122.81 Tc(MIN.) = 4.94
TOTAL AREA(ACRES) = 18.4
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 136.00 = 1131.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 18.4 TC(MIN.) = 4.94 PEAK FLOW RATE(CFS) = 122.81
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

Printed: 9/21/2022 2:55:50 PM PM Modified: 9/21/2022 1:57:55 PM PM Page 14 of 14 P:\4457\Engr\Reports\Drainage\HYDRO\Existing\ S200E100.RES ____________________________________________________________________________ ****************************************************************************

************************** DESCRIPTION OF STUDY ************************** * RESTAURANT ROW * * EXISTING CONDITIONS * * SYSTEM 100, FILE S100E100 * ************************************************************************** FILE NAME: S200E100.DAT
TIME/DATE OF STUDY: 13:58 09/21/2022
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 3.200
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

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 200.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ GENERAL INDUSTRIAL RUNOFF COEFFICIENT = .8700
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 97
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 540.90
DOWNSTREAM ELEVATION(FEET) = 538.90
ELEVATION DIFFERENCE(FEET) = 2.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.749
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN Printed: 9/21/2022 2:55:50 PM PM Modified: 9/21/2022 1:58:27 PM PM Page 1 of 2 P:\4457\Engr\Reports\Drainage\HYDRO\Existing\ S200E100.RES THE MAXIMUM OVERLAND FLOW LENGTH = 70.00
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 0.88
TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.88 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 538.90 DOWNSTREAM ELEVATION(FEET) = 533.00 STREET LENGTH(FEET) = 1137.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.05 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.45
HALFSTREET FLOOD WIDTH(FEET) = 16.05
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.02
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.91
STREET FLOW TRAVEL TIME(MIN.) = 9.36 Tc(MIN.) = 12.11 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.765
GENERAL INDUSTRIAL RUNOFF COEFFICIENT = .8700
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 97
AREA-AVERAGE RUNOFF COEFFICIENT = 0.870
SUBAREA AREA(ACRES) = 1.91 SUBAREA RUNOFF(CFS) = 7.92 TOTAL AREA(ACRES) = 2.0 PEAK FLOW RATE(CFS) = 8.41 END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 19.73 FLOW VELOCITY(FEET/SEC.) = 2.29 DEPTH*VELOCITY(FT*FT/SEC.) = 1.18 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 1237.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 2.0 TC(MIN.) = 12.11 PEAK FLOW RATE(CFS) = 8.41
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

Printed: 9/21/2022 2:55:50 PM PM Modified: 9/21/2022 1:58:27 PM PM Page 2 of 2

APPENDIX 3

100-year Proposed Conditions Rational Method Computer Output S100P100.RES
____________________________________________________________________________ ****************************************************************************

************************** DESCRIPTION OF STUDY ************************** * RESTAURANT ROW * * PROPOSED CONDITION * * 100 YEAR DESIGN STORM * ************************************************************************** FILE NAME: S100P100.DAT
TIME/DATE OF STUDY: 15:56 07/10/2023
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 3.200
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

1. Relative Flow-Depth = 1.00 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 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 96
INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00
UPSTREAM ELEVATION(FEET) = 538.20
DOWNSTREAM ELEVATION(FEET) = 537.00
ELEVATION DIFFERENCE(FEET) = 1.20
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.204
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN Printed: 7/10/2023 3:57:43 PM PM Modified: 7/10/2023 3:56:43 PM PM Page 1 of 25 S100P100.RES
THE MAXIMUM OVERLAND FLOW LENGTH = 67.14
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

ASSUME FULL-FLOWING PIPELINE
Printed: 7/10/2023 3:57:43 PM PM Modified: 7/10/2023 3:56:43 PM PM Page 2 of 25 S100P100.RES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.21
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.67
PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 3.92
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 304.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 13.26
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.41
PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 4.20
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 112.00 = 526.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 112.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 96
Printed: 7/10/2023 3:57:43 PM PM Modified: 7/10/2023 3:56:43 PM PM Page 3 of 25 S100P100.RES
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8400
SUBAREA AREA(ACRES) = 1.17 SUBAREA RUNOFF(CFS) = 8.29 TOTAL AREA(ACRES) = 2.6 TOTAL RUNOFF(CFS) = 18.70 TC(MIN.) = 4.20
**************************************************************************** FLOW PROCESS FROM NODE 117.00 TO NODE 112.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

TIME OF CONCENTRATION(MIN.) = 4.52
RAINFALL INTENSITY(INCH/HR) = 8.43
TOTAL STREAM AREA(ACRES) = 4.14
PEAK FLOW RATE(CFS) AT CONFLUENCE = 29.32
**************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 151.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 96
INITIAL SUBAREA FLOW-LENGTH(FEET) = 123.00
UPSTREAM ELEVATION(FEET) = 538.00
DOWNSTREAM ELEVATION(FEET) = 535.00
ELEVATION DIFFERENCE(FEET) = 3.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.883
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 74.39
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 1.15
TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 1.15 **************************************************************************** FLOW PROCESS FROM NODE 151.00 TO NODE 152.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00
REPRESENTATIVE CHANNEL SLOPE = 0.0050
CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 5.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 96
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.76 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.96 AVERAGE FLOW DEPTH(FEET) = 0.48 TRAVEL TIME(MIN.) = 1.69 Tc(MIN.) = 4.57
SUBAREA AREA(ACRES) = 1.02 SUBAREA RUNOFF(CFS) = 7.22 AREA-AVERAGE RUNOFF COEFFICIENT = 0.841
TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 8.37 END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.61 FLOW VELOCITY(FEET/SEC.) = 3.41 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 152.00 = 423.00 FEET.

Printed: 7/10/2023 3:57:43 PM PM Modified: 7/10/2023 3:56:43 PM PM Page 5 of 25 S100P100.RES
**************************************************************************** FLOW PROCESS FROM NODE 152.00 TO NODE 149.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013

ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.66
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.37
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 4.65
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 149.00 = 473.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 152.00 TO NODE 149.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 4.65
RAINFALL INTENSITY(INCH/HR) = 8.43
TOTAL STREAM AREA(ACRES) = 1.18
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.37
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 29.32 4.52 8.431 4.14
2 8.37 4.65 8.431 1.18

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 37.46 4.52 8.431
2 37.69 4.65 8.431
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 37.69 Tc(MIN.) = 4.65
TOTAL AREA(ACRES) = 5.3
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 149.00 = 682.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 149.00 TO NODE 142.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 230.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 13.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.65
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 2 PIPE-FLOW(CFS) = 37.69
PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 5.15
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 142.00 = 912.00 FEET.

Printed: 7/10/2023 3:57:43 PM PM Modified: 7/10/2023 3:56:43 PM PM Page 6 of 25 S100P100.RES
**************************************************************************** FLOW PROCESS FROM NODE 149.00 TO NODE 142.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 5.15
RAINFALL INTENSITY(INCH/HR) = 8.27
TOTAL STREAM AREA(ACRES) = 5.32
PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.69
**************************************************************************** FLOW PROCESS FROM NODE 153.00 TO NODE 154.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8100
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 94
INITIAL SUBAREA FLOW-LENGTH(FEET) = 94.00
UPSTREAM ELEVATION(FEET) = 538.00
DOWNSTREAM ELEVATION(FEET) = 535.00
ELEVATION DIFFERENCE(FEET) = 3.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.278
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 85.48
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 0.55
TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.55 **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 155.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ CHANNEL LENGTH THRU SUBAREA(FEET) = 550.00
REPRESENTATIVE CHANNEL SLOPE = 0.0140
CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 5.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 5.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.109
GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8100
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 94
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.44 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.51 AVERAGE FLOW DEPTH(FEET) = 0.40 TRAVEL TIME(MIN.) = 2.03 Tc(MIN.) = 5.31
SUBAREA AREA(ACRES) = 1.49 SUBAREA RUNOFF(CFS) = 9.79 AREA-AVERAGE RUNOFF COEFFICIENT = 0.810
TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 10.31 END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.53 FLOW VELOCITY(FEET/SEC.) = 5.31 LONGEST FLOWPATH FROM NODE 153.00 TO NODE 155.00 = 644.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 156.00 IS CODE = 51 Printed: 7/10/2023 3:57:43 PM PM Modified: 7/10/2023 3:56:43 PM PM Page 7 of 25 S100P100.RES
---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ CHANNEL LENGTH THRU SUBAREA(FEET) = 130.00
REPRESENTATIVE CHANNEL SLOPE = 0.0100
CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 5.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 5.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.703
GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8100
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 94
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.62 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.93 AVERAGE FLOW DEPTH(FEET) = 0.62 TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 5.75
SUBAREA AREA(ACRES) = 0.74 SUBAREA RUNOFF(CFS) = 4.62 AREA-AVERAGE RUNOFF COEFFICIENT = 0.810
TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 14.41 END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.66 FLOW VELOCITY(FEET/SEC.) = 5.07 LONGEST FLOWPATH FROM NODE 153.00 TO NODE 156.00 = 774.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 156.00 TO NODE 142.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013

ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.16
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.41
PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 5.91
LONGEST FLOWPATH FROM NODE 153.00 TO NODE 142.00 = 854.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 156.00 TO NODE 142.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 5.91
RAINFALL INTENSITY(INCH/HR) = 7.57
TOTAL STREAM AREA(ACRES) = 2.31
PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.41
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 37.69 5.15 8.269 5.32
2 14.41 5.91 7.565 2.31

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
Printed: 7/10/2023 3:57:43 PM PM Modified: 7/10/2023 3:56:43 PM PM Page 8 of 25 S100P100.RES
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 50.25 5.15 8.269
2 48.89 5.91 7.565
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 50.25 Tc(MIN.) = 5.15
TOTAL AREA(ACRES) = 7.6
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 142.00 = 912.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 183.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 72.50 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 16.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.26
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 2 PIPE-FLOW(CFS) = 50.25
PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 5.30
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 183.00 = 984.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 183.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.121
RESIDENTIAL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 86
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8004
SUBAREA AREA(ACRES) = 1.17 SUBAREA RUNOFF(CFS) = 5.70 TOTAL AREA(ACRES) = 8.8 TOTAL RUNOFF(CFS) = 57.20 TC(MIN.) = 5.30
**************************************************************************** FLOW PROCESS FROM NODE 183.00 TO NODE 143.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 72.50 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 17.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.54
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 2 PIPE-FLOW(CFS) = 57.20
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 5.44
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 143.00 = 1057.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 183.00 TO NODE 143.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 21 ---------------------------------------------------------------------------- Printed: 7/10/2023 3:57:43 PM PM Modified: 7/10/2023 3:56:43 PM PM Page 9 of 25 S100P100.RES
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 96
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 536.00
DOWNSTREAM ELEVATION(FEET) = 535.00
ELEVATION DIFFERENCE(FEET) = 1.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.625
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 60.00
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 0.57
TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.57 **************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0100
STREET LENGTH(FEET) = 100.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 25.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.31 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.27
HALFSTREET FLOOD WIDTH(FEET) = 7.42
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.96
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.54
STREET FLOW TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 4.48 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 96
AREA-AVERAGE RUNOFF COEFFICIENT = 0.840
SUBAREA AREA(ACRES) = 0.21 SUBAREA RUNOFF(CFS) = 1.49 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 2.05 END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.17 FLOW VELOCITY(FEET/SEC.) = 2.14 DEPTH*VELOCITY(FT*FT/SEC.) = 0.66 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 122.00 = 200.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 122.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
Printed: 7/10/2023 3:57:43 PM PM Modified: 7/10/2023 3:56:43 PM PM Page 10 of 25 S100P100.RES
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 96
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8400
SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 1.77 TOTAL AREA(ACRES) = 1.3 TOTAL RUNOFF(CFS) = 9.49 TC(MIN.) = 4.81
**************************************************************************** FLOW PROCESS FROM NODE 125.00 TO NODE 127.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0060
FLOW LENGTH(FEET) = 136.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 13.2 INCHES
Printed: 7/10/2023 3:57:43 PM PM Modified: 7/10/2023 3:56:43 PM PM Page 11 of 25 S100P100.RES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.35
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.49
PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 5.23
LONGEST FLOWPATH FROM NODE 120.00 TO NODE 127.00 = 420.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 126.00 TO NODE 127.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.188
RESIDENTIAL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 86
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8088
SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.98 TOTAL AREA(ACRES) = 1.5 TOTAL RUNOFF(CFS) = 10.20 TC(MIN.) = 5.23
**************************************************************************** FLOW PROCESS FROM NODE 128.00 TO NODE 126.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.188
RESIDENTIAL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 86
AREA-AVERAGE RUNOFF COEFFICIENT = 0.7848
SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.98 TOTAL AREA(ACRES) = 1.7 TOTAL RUNOFF(CFS) = 11.18 TC(MIN.) = 5.23
**************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 129.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0060
FLOW LENGTH(FEET) = 147.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.55
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.18
PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 5.67
LONGEST FLOWPATH FROM NODE 120.00 TO NODE 129.00 = 567.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 182.00 TO NODE 129.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.771
RESIDENTIAL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 86
AREA-AVERAGE RUNOFF COEFFICIENT = 0.7616
SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 1.17 TOTAL AREA(ACRES) = 2.0 TOTAL RUNOFF(CFS) = 11.78 TC(MIN.) = 5.67
Printed: 7/10/2023 3:57:43 PM PM Modified: 7/10/2023 3:56:43 PM PM Page 12 of 25 S100P100.RES
**************************************************************************** FLOW PROCESS FROM NODE 132.00 TO NODE 129.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.771
OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 96
AREA-AVERAGE RUNOFF COEFFICIENT = 0.7700
SUBAREA AREA(ACRES) = 0.24 SUBAREA RUNOFF(CFS) = 1.57 TOTAL AREA(ACRES) = 2.2 TOTAL RUNOFF(CFS) = 13.34 TC(MIN.) = 5.67
**************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 129.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.771
OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 96
AREA-AVERAGE RUNOFF COEFFICIENT = 0.7771
SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 1.63 TOTAL AREA(ACRES) = 2.5 TOTAL RUNOFF(CFS) = 14.98 TC(MIN.) = 5.67
**************************************************************************** FLOW PROCESS FROM NODE 134.00 TO NODE 129.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.771
OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 96
AREA-AVERAGE RUNOFF COEFFICIENT = 0.7895
SUBAREA AREA(ACRES) = 0.61 SUBAREA RUNOFF(CFS) = 3.98 TOTAL AREA(ACRES) = 3.1 TOTAL RUNOFF(CFS) = 18.96 TC(MIN.) = 5.67
**************************************************************************** FLOW PROCESS FROM NODE 129.00 TO NODE 136.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0060
FLOW LENGTH(FEET) = 7.00 MANNING'S N = 0.013

ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.03
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.96
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 5.69
LONGEST FLOWPATH FROM NODE 120.00 TO NODE 136.00 = 574.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 133.00 TO NODE 136.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ Printed: 7/10/2023 3:57:43 PM PM Modified: 7/10/2023 3:56:43 PM PM Page 13 of 25 S100P100.RES
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.754
OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 96
AREA-AVERAGE RUNOFF COEFFICIENT = 0.7974
SUBAREA AREA(ACRES) = 0.57 SUBAREA RUNOFF(CFS) = 3.71 TOTAL AREA(ACRES) = 3.7 TOTAL RUNOFF(CFS) = 22.63 TC(MIN.) = 5.69
**************************************************************************** FLOW PROCESS FROM NODE 137.00 TO NODE 136.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.754
OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 96
AREA-AVERAGE RUNOFF COEFFICIENT = 0.7984
SUBAREA AREA(ACRES) = 0.09 SUBAREA RUNOFF(CFS) = 0.59 TOTAL AREA(ACRES) = 3.8 TOTAL RUNOFF(CFS) = 23.22 TC(MIN.) = 5.69
**************************************************************************** FLOW PROCESS FROM NODE 136.00 TO NODE 191.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0060
FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.62
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.22
PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 6.00
LONGEST FLOWPATH FROM NODE 120.00 TO NODE 191.00 = 694.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 191.00 TO NODE 191.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.500
RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .3600 SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 76
AREA-AVERAGE RUNOFF COEFFICIENT = 0.7690
SUBAREA AREA(ACRES) = 0.27 SUBAREA RUNOFF(CFS) = 0.73 TOTAL AREA(ACRES) = 4.0 TOTAL RUNOFF(CFS) = 23.22 TC(MIN.) = 6.00
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
**************************************************************************** FLOW PROCESS FROM NODE 191.00 TO NODE 192.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0050
FLOW LENGTH(FEET) = 230.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.13
Printed: 7/10/2023 3:57:43 PM PM Modified: 7/10/2023 3:56:43 PM PM Page 14 of 25 S100P100.RES
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.22
PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 6.62
LONGEST FLOWPATH FROM NODE 120.00 TO NODE 192.00 = 924.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 191.00 TO NODE 192.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 6.62
RAINFALL INTENSITY(INCH/HR) = 7.04
TOTAL STREAM AREA(ACRES) = 4.02
PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.22
**************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 161.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8100
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 94
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 535.00
DOWNSTREAM ELEVATION(FEET) = 534.00
ELEVATION DIFFERENCE(FEET) = 1.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.043
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 60.00
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 0.41
TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.41 **************************************************************************** FLOW PROCESS FROM NODE 161.00 TO NODE 162.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0050
STREET LENGTH(FEET) = 120.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.47 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.38
HALFSTREET FLOOD WIDTH(FEET) = 11.91
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.69
Printed: 7/10/2023 3:57:43 PM PM Modified: 7/10/2023 3:56:43 PM PM Page 15 of 25 S100P100.RES
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.63
STREET FLOW TRAVEL TIME(MIN.) = 1.18 Tc(MIN.) = 5.23 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.192
GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8100
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 94
AREA-AVERAGE RUNOFF COEFFICIENT = 0.810
SUBAREA AREA(ACRES) = 0.62 SUBAREA RUNOFF(CFS) = 4.11 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 4.51 END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.43 FLOW VELOCITY(FEET/SEC.) = 1.95 DEPTH*VELOCITY(FT*FT/SEC.) = 0.85 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 162.00 = 220.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 162.00 TO NODE 163.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.38
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.51
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 5.29
LONGEST FLOWPATH FROM NODE 160.00 TO NODE 163.00 = 240.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 164.00 TO NODE 163.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.130
GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8100
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 94
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8100
SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 1.65 TOTAL AREA(ACRES) = 0.9 TOTAL RUNOFF(CFS) = 6.12 TC(MIN.) = 5.29
**************************************************************************** FLOW PROCESS FROM NODE 163.00 TO NODE 165.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 175.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.80
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.12
PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 5.79
LONGEST FLOWPATH FROM NODE 160.00 TO NODE 165.00 = 415.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 167.00 TO NODE 165.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
Printed: 7/10/2023 3:57:43 PM PM Modified: 7/10/2023 3:56:43 PM PM Page 16 of 25 S100P100.RES
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.667
GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8100
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 94
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8100
SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.75 TOTAL AREA(ACRES) = 1.0 TOTAL RUNOFF(CFS) = 6.52 TC(MIN.) = 5.79
**************************************************************************** FLOW PROCESS FROM NODE 166.00 TO NODE 165.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.667
GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8100
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 94
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8100
SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 1.61 TOTAL AREA(ACRES) = 1.3 TOTAL RUNOFF(CFS) = 8.14 TC(MIN.) = 5.79
**************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 169.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.14
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.14
PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 6.20
LONGEST FLOWPATH FROM NODE 160.00 TO NODE 169.00 = 565.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 169.00 TO NODE 168.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.339
GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8100
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 94
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8100
SUBAREA AREA(ACRES) = 1.05 SUBAREA RUNOFF(CFS) = 6.24 TOTAL AREA(ACRES) = 2.4 TOTAL RUNOFF(CFS) = 14.03 TC(MIN.) = 6.20
**************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 168.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.339
RESIDENTIAL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 86
AREA-AVERAGE RUNOFF COEFFICIENT = 0.7849
Printed: 7/10/2023 3:57:43 PM PM Modified: 7/10/2023 3:56:43 PM PM Page 17 of 25 S100P100.RES
SUBAREA AREA(ACRES) = 0.32 SUBAREA RUNOFF(CFS) = 1.41 TOTAL AREA(ACRES) = 2.7 TOTAL RUNOFF(CFS) = 15.44 TC(MIN.) = 6.20
**************************************************************************** FLOW PROCESS FROM NODE 168.00 TO NODE 192.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 77.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.27
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.44
PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 6.38
LONGEST FLOWPATH FROM NODE 160.00 TO NODE 192.00 = 642.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 168.00 TO NODE 192.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 6.38
RAINFALL INTENSITY(INCH/HR) = 7.21
TOTAL STREAM AREA(ACRES) = 2.68
PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.44
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 23.22 6.62 7.035 4.02
2 15.44 6.38 7.207 2.68

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 37.80 6.38 7.207
2 38.29 6.62 7.035
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 38.29 Tc(MIN.) = 6.62
TOTAL AREA(ACRES) = 6.7
LONGEST FLOWPATH FROM NODE 120.00 TO NODE 192.00 = 924.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 192.00 TO NODE 143.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013

ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.19
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) Printed: 7/10/2023 3:57:43 PM PM Modified: 7/10/2023 3:56:43 PM PM Page 18 of 25 S100P100.RES
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.29
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 6.70
LONGEST FLOWPATH FROM NODE 120.00 TO NODE 143.00 = 979.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 192.00 TO NODE 143.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 38.29 6.70 6.984 6.70
LONGEST FLOWPATH FROM NODE 120.00 TO NODE 143.00 = 979.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 57.20 5.44 7.984 8.80
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 143.00 = 1057.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 88.31 5.44 7.984
2 88.32 6.70 6.984
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 88.32 Tc(MIN.) = 6.70
TOTAL AREA(ACRES) = 15.5
**************************************************************************** FLOW PROCESS FROM NODE 143.00 TO NODE 144.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 6.70
RAINFALL INTENSITY(INCH/HR) = 6.98
TOTAL STREAM AREA(ACRES) = 15.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 88.32
**************************************************************************** FLOW PROCESS FROM NODE 173.00 TO NODE 174.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 96
INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00
UPSTREAM ELEVATION(FEET) = 531.00
DOWNSTREAM ELEVATION(FEET) = 530.00
ELEVATION DIFFERENCE(FEET) = 1.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.627
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 0.21
TOTAL AREA(ACRES) = 0.03 TOTAL RUNOFF(CFS) = 0.21 Printed: 7/10/2023 3:57:43 PM PM Modified: 7/10/2023 3:56:43 PM PM Page 19 of 25 S100P100.RES
**************************************************************************** FLOW PROCESS FROM NODE 174.00 TO NODE 175.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ CHANNEL LENGTH THRU SUBAREA(FEET) = 160.00
REPRESENTATIVE CHANNEL SLOPE = 0.0050
CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 5.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 5.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 96
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.31 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.14 AVERAGE FLOW DEPTH(FEET) = 0.26 TRAVEL TIME(MIN.) = 1.25 Tc(MIN.) = 3.87
SUBAREA AREA(ACRES) = 0.31 SUBAREA RUNOFF(CFS) = 2.20 AREA-AVERAGE RUNOFF COEFFICIENT = 0.840
TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 2.41 END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.35 FLOW VELOCITY(FEET/SEC.) = 2.46 LONGEST FLOWPATH FROM NODE 173.00 TO NODE 175.00 = 210.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 176.00 TO NODE 175.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

RESIDENTIAL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 86
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8034
SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.81 TOTAL AREA(ACRES) = 1.0 TOTAL RUNOFF(CFS) = 7.11 TC(MIN.) = 3.93
**************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 177.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

RESIDENTIAL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 86
AREA-AVERAGE RUNOFF COEFFICIENT = 0.7924
SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.30 TOTAL AREA(ACRES) = 1.1 TOTAL RUNOFF(CFS) = 7.42 TC(MIN.) = 3.93
**************************************************************************** FLOW PROCESS FROM NODE 177.00 TO NODE 144.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.08
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.42
PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 4.14
LONGEST FLOWPATH FROM NODE 173.00 TO NODE 144.00 = 305.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 177.00 TO NODE 144.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 4.14
Printed: 7/10/2023 3:57:43 PM PM Modified: 7/10/2023 3:56:43 PM PM Page 21 of 25 S100P100.RES
RAINFALL INTENSITY(INCH/HR) = 8.43
TOTAL STREAM AREA(ACRES) = 1.11
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.42
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 88.32 6.70 6.984 15.50
2 7.42 4.14 8.431 1.11

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 62.01 4.14 8.431
2 94.46 6.70 6.984
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 94.46 Tc(MIN.) = 6.70
TOTAL AREA(ACRES) = 16.6
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 144.00 = 1057.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 144.00 TO NODE 145.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0050
FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.014

ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.68
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 2 PIPE-FLOW(CFS) = 94.46
PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 6.80
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 145.00 = 1097.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 144.00 TO NODE 145.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 6.80
RAINFALL INTENSITY(INCH/HR) = 6.92
TOTAL STREAM AREA(ACRES) = 16.61
PEAK FLOW RATE(CFS) AT CONFLUENCE = 94.46
**************************************************************************** FLOW PROCESS FROM NODE 146.00 TO NODE 147.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 96
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 534.00
DOWNSTREAM ELEVATION(FEET) = 533.00
Printed: 7/10/2023 3:57:43 PM PM Modified: 7/10/2023 3:56:43 PM PM Page 22 of 25 S100P100.RES
ELEVATION DIFFERENCE(FEET) = 1.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.625
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 60.00
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 0.64
TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.64 **************************************************************************** FLOW PROCESS FROM NODE 147.00 TO NODE 148.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ CHANNEL LENGTH THRU SUBAREA(FEET) = 750.00
REPRESENTATIVE CHANNEL SLOPE = 0.0100
CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 5.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 5.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.796
OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 96
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.32 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.72 AVERAGE FLOW DEPTH(FEET) = 0.39 TRAVEL TIME(MIN.) = 3.36 Tc(MIN.) = 6.98
SUBAREA AREA(ACRES) = 1.27 SUBAREA RUNOFF(CFS) = 7.25 AREA-AVERAGE RUNOFF COEFFICIENT = 0.840
TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 7.76 END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.51 FLOW VELOCITY(FEET/SEC.) = 4.34 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 148.00 = 850.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 158.00 TO NODE 148.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.796
NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3000
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 85
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8030
SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.20 TOTAL AREA(ACRES) = 1.5 TOTAL RUNOFF(CFS) = 7.97 TC(MIN.) = 6.98
**************************************************************************** FLOW PROCESS FROM NODE 148.00 TO NODE 145.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.20
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.97
Printed: 7/10/2023 3:57:43 PM PM Modified: 7/10/2023 3:56:43 PM PM Page 23 of 25 S100P100.RES
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 7.04
LONGEST FLOWPATH FROM NODE 146.00 TO NODE 145.00 = 870.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 172.00 TO NODE 145.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.762
GENERAL INDUSTRIAL RUNOFF COEFFICIENT = .8700
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 97
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8093
SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.88 TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 8.81 TC(MIN.) = 7.04
**************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 145.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.762
GENERAL INDUSTRIAL RUNOFF COEFFICIENT = .8700
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 97
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8185
SUBAREA AREA(ACRES) = 0.29 SUBAREA RUNOFF(CFS) = 1.71 TOTAL AREA(ACRES) = 1.9 TOTAL RUNOFF(CFS) = 10.52 TC(MIN.) = 7.04
**************************************************************************** FLOW PROCESS FROM NODE 172.00 TO NODE 145.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 7.04
RAINFALL INTENSITY(INCH/HR) = 6.76
TOTAL STREAM AREA(ACRES) = 1.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.52
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 94.46 6.80 6.918 16.61
2 10.52 7.04 6.762 1.90

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 104.62 6.80 6.918
2 102.86 7.04 6.762
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 104.62 Tc(MIN.) = 6.80
TOTAL AREA(ACRES) = 18.5
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 145.00 = 1097.00 FEET.

Printed: 7/10/2023 3:57:43 PM PM Modified: 7/10/2023 3:56:43 PM PM Page 24 of 25 S100P100.RES
============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 18.5 TC(MIN.) = 6.80 PEAK FLOW RATE(CFS) = 104.62
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

Printed: 7/10/2023 3:57:43 PM PM Modified: 7/10/2023 3:56:43 PM PM Page 25 of 25 S200P100.RES
____________________________________________________________________________ ****************************************************************************

************************** DESCRIPTION OF STUDY ************************** * RESTAURANT ROW * * PROPOSED CONDITIONS * * SYSTEM 100, FILE S100P100 * ************************************************************************** FILE NAME: S200P100.DAT
TIME/DATE OF STUDY: 11:32 07/10/2023
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 3.200
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

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 200.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ GENERAL INDUSTRIAL RUNOFF COEFFICIENT = .8700
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 97
INITIAL SUBAREA FLOW-LENGTH(FEET) = 70.00
UPSTREAM ELEVATION(FEET) = 540.90
DOWNSTREAM ELEVATION(FEET) = 538.90
ELEVATION DIFFERENCE(FEET) = 2.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.441
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.431
Printed: 7/10/2023 11:32:45 AM AM Modified: 7/10/202 3 11:32:00 AM AM Page 1 of 7 S200P100.RES
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 0.88
TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.88 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 538.90 DOWNSTREAM ELEVATION(FEET) = 537.90 STREET LENGTH(FEET) = 355.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.08 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.43
HALFSTREET FLOOD WIDTH(FEET) = 14.80
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.43
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.61
STREET FLOW TRAVEL TIME(MIN.) = 4.13 Tc(MIN.) = 6.57 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.068
GENERAL INDUSTRIAL RUNOFF COEFFICIENT = .8700
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 97
AREA-AVERAGE RUNOFF COEFFICIENT = 0.870
SUBAREA AREA(ACRES) = 0.71 SUBAREA RUNOFF(CFS) = 4.37 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 5.10 END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.24 FLOW VELOCITY(FEET/SEC.) = 1.61 DEPTH*VELOCITY(FT*FT/SEC.) = 0.79 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 425.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 537.00 DOWNSTREAM(FEET) = 536.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.48
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.10
PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 6.68
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 475.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 203.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
Printed: 7/10/2023 11:32:45 AM AM Modified: 7/10/202 3 11:32:00 AM AM Page 2 of 7 S200P100.RES
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.992
GENERAL INDUSTRIAL RUNOFF COEFFICIENT = .8700
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 97
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8700
SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.36 TOTAL AREA(ACRES) = 0.9 TOTAL RUNOFF(CFS) = 5.41 TC(MIN.) = 6.68
**************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 206.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 356.00 DOWNSTREAM(FEET) = 355.20 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.00
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.41
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 6.80
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 206.00 = 525.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.913
GENERAL INDUSTRIAL RUNOFF COEFFICIENT = .8700
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 97
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8700
SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.36 TOTAL AREA(ACRES) = 0.9 TOTAL RUNOFF(CFS) = 5.71 TC(MIN.) = 6.80
**************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 208.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 535.00 DOWNSTREAM(FEET) = 534.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.71
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.71
PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 6.91
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 208.00 = 575.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 208.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.843
GENERAL INDUSTRIAL RUNOFF COEFFICIENT = .8700
Printed: 7/10/2023 11:32:45 AM AM Modified: 7/10/202 3 11:32:00 AM AM Page 3 of 7 S200P100.RES
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 97
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8700
SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.36 TOTAL AREA(ACRES) = 1.0 TOTAL RUNOFF(CFS) = 6.01 TC(MIN.) = 6.91
**************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 210.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 534.00 DOWNSTREAM(FEET) = 533.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.81
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.01
PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 7.02
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 210.00 = 625.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 209.00 TO NODE 210.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.775
GENERAL INDUSTRIAL RUNOFF COEFFICIENT = .8700
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 97
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8700
SUBAREA AREA(ACRES) = 0.07 SUBAREA RUNOFF(CFS) = 0.41 TOTAL AREA(ACRES) = 1.1 TOTAL RUNOFF(CFS) = 6.37 TC(MIN.) = 7.02
**************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 212.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 533.00 DOWNSTREAM(FEET) = 532.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.93
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.37
PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 7.12
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 212.00 = 675.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.711
GENERAL INDUSTRIAL RUNOFF COEFFICIENT = .8700
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 97
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8700
Printed: 7/10/2023 11:32:45 AM AM Modified: 7/10/202 3 11:32:00 AM AM Page 4 of 7 S200P100.RES
SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 1.1 TOTAL RUNOFF(CFS) = 6.66 TC(MIN.) = 7.12
**************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 214.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 533.00 DOWNSTREAM(FEET) = 532.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.02
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.66
PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 7.23
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 214.00 = 725.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 214.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.648
GENERAL INDUSTRIAL RUNOFF COEFFICIENT = .8700
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 97
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8700
SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.29 TOTAL AREA(ACRES) = 1.2 TOTAL RUNOFF(CFS) = 6.88 TC(MIN.) = 7.23
**************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 216.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 532.00 DOWNSTREAM(FEET) = 530.00 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.55
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.88
PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 7.49
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 216.00 = 845.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 216.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.496
GENERAL INDUSTRIAL RUNOFF COEFFICIENT = .8700
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 97
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8700
SUBAREA AREA(ACRES) = 0.33 SUBAREA RUNOFF(CFS) = 1.86 TOTAL AREA(ACRES) = 1.5 TOTAL RUNOFF(CFS) = 8.59 TC(MIN.) = 7.49
Printed: 7/10/2023 11:32:45 AM AM Modified: 7/10/202 3 11:32:00 AM AM Page 5 of 7 S200P100.RES
**************************************************************************** FLOW PROCESS FROM NODE 216.00 TO NODE 217.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 532.00 DOWNSTREAM(FEET) = 531.50 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.30
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.59
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 7.53
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 217.00 = 865.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 217.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.476
GENERAL INDUSTRIAL RUNOFF COEFFICIENT = .8700
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 97
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8700
SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.90 TOTAL AREA(ACRES) = 1.7 TOTAL RUNOFF(CFS) = 9.47 TC(MIN.) = 7.53
**************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 220.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 531.00 DOWNSTREAM(FEET) = 529.00 FLOW LENGTH(FEET) = 165.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.15
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.47
PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 7.91
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 220.00 = 1030.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 219.00 TO NODE 220.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.271
GENERAL INDUSTRIAL RUNOFF COEFFICIENT = .8700
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II) = 97
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8700
SUBAREA AREA(ACRES) = 0.39 SUBAREA RUNOFF(CFS) = 2.13 TOTAL AREA(ACRES) = 2.1 TOTAL RUNOFF(CFS) = 11.29 TC(MIN.) = 7.91
============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 2.1 TC(MIN.) = 7.91 PEAK FLOW RATE(CFS) = 11.29
Printed: 7/10/2023 11:32:45 AM AM Modified: 7/10/202 3 11:32:00 AM AM Page 6 of 7 S200P100.RES
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

Printed: 7/10/2023 11:32:45 AM AM Modified: 7/10/202 3 11:32:00 AM AM Page 7 of 7

APPENDIX 4

Hydraulic Calculations

Coincidental Frequency Analysis per Section 3.3.5 of 2014 Hydraulic Design Manual FOR San Marcos Creek Floodway

23.5 =Area of main stem (San Marcos Creek) (sq miles)
15040 =Area of main stem (San Marcos Creek) (acres)

7.72 =Area of minor tributary (Restaurant Row) (acres)
1948 =Area ratio of main stem to minor tributary
Per Table 3-4 of County Hydraulic Design Manual:
10 =Return period for coincidental frequency analysis
This was used for the flow rate at bubbler outlet.

Chapter 3. Storm Drains

Page 3 ends

September 2014

3.3.4 Storm Drain Analysis -- HGL Calculations
The designer shall check the available energy at all junctions and transitions to determine whether the flow in the storm drain will be pressurized due to backwater effects, even when the design flow is less than the full flow capacity of the storm drain.

To calculate the Energy Grade Line (EGL) for a storm drain system, divide the system into “runs” of pipe between structures (clean-outs, inle ts, junctions, or other structures) or changes in grade. The slope of the pipe shall be constant within each run. Starting with the downstream control elevation (EGL
i) for the most downstream run of pipe, first calculate the friction losses and bend losses through the pipe and then the losse s across the upstream drainage structure. The EGL at the upstream end of the run (EGLi+1) will be the sum of the downstream control elevation, friction losses, and structure losses, and will be th e downstream control elevation for the next run of pipe:
  1    ii L L PIPE STRUCTURESEGL EGL H H (3-5) Figure 3-2illustrates the components used in the energy grade line and head loss calculations. The hydraulic grade line (HGL) is then calcula ted by subtracting the velocity head ( v2/2g) from the energy grade line:

2 2 i
ii
vHGL EGL g
(3-6)
EGL elevations must always decrease in the downstream direction, and must always increase in the upstream direction. On the other hand, HGL elevations may increase or decrease at structure locations regardless of the direction considered . For instance, the HGL will increase in the downstream direction within a pipe when there is a hydraulic jump.

3.3.5 Downstream Control (Tailwater) Elevation
The hydraulic analysis of a storm drain system typically begins at the downstream outfall. The controlling water surface elevation at the point of discharge is commonly referred to as the tailwater. At the outfall, one of several conditio ns will be encountered: another closed conduit; outfall to a drainage or natural channel, storag e facility, reservoir, lake, or detention facility; a free outfall; or a tidally influenced outfall. The ta ilwater elevation criteria described here are for the purpose of determining HGL and EGL elevat ions only; Chapter 7, “Energy Dissipation” describes tailwater elevation criteria for energy dissipation calculations.

For free outfalls, the initial water surface elevation (tailwater) shall be assumed to be equivalent to the soffit elevation. For outfalls into other drai nage facilities, a drainage channel, reservoir, or detention facility, the initial water surface elevation shall be set at the 100-year water surface elevation calculated for the channel or describ ed on the appropriate Flood Insurance Rate Map (FIRM) or County floodplain map at the location of the outfall. In cases where the storm drain outfall condition is tidally influenced, it is usually sufficient to use the historic high tide elevation as the tailwater elevation. In cases where storm su rge is a concern or for other situations with unusual tailwater conditions, the appropriate design outfall tailwater elevation shall be chosen in consultation with the governing agency.

If the outfall channel is a river or stream, it may be necessary to consider the joint or coincidental probability of the two hydrologic events occurring at the same time to adequately determine the elevation of the tailwater in the receiving stream. The relative independence of the discharge Chapter 3. Storm Drains
San Diego County Hydraulic Design Manual Page 3-9
September 2014
from the tributary system can be qualitatively evaluated by a comparison of the drainage area of the main stem to the area of the tributary. For example, if the tributary system has a drainage area much smaller than that of the main stem, the peak discharge from the tributary may be out of phase with the peak discharge from the main stem. Table 3-4_provides a comparison of discharge frequencies for coincidental occurrence fo r a 100 year design storm. This table can be used to establish an appropriate tailwater W SEL for the tributary based on the expected coincident storm frequency in the main stem. For example, if the main stem has a drainage area of 1000 acres and the tributary has a drainage ar ea of 10 acres the ratio of main stem drainage area to tributary drainage area is 2000 to 20 which equals 100 to 1. From Table 3-4 for the 100 year design storm occurring over both areas, the flow rate in the main stem will equal that of a 25 year storm when the tributary flow rate reaches its 100 year peak. Conversely, when the flow rate in the main stem reaches its 100 year peak at the outfall of the tributary, the flow rate from the tributary will have fallen to the 25 year flow rate.

Table 3-4 Coincidental Frequency Table
Area Ratio
100 Year Coincidental
Frequency
Main Stem Tributary
10,000 to 1 2 100
and Greater 100 2
Between 9,999 to 1 10 100
and 1,000 to 1 100 10
Between 999 to 1 25 100
and 100 to 1 100 25
Between 99.9 to 1 50 100
and 10 to 1 100 50
Between 9.99 to 1 100 100
and 1 to 1 100 100

Coincidental Channel Hydraulic Calculations
The engineer may use the 100 year WSEL in the ma in stem as the tailwater elevation for all mainline hydraulic calculations in the tributary re gardless of the relative sizes of the drainage areas.

Where the engineer, for the purpose of analyzi ng the mainline hydraulics in the tributary, proposes to use two different frequencies, one for main stem and a different frequency for the tributary drainage system, two design water surfaces must be calculated:

1. The water surface in the main stem will be the WSEL of the larger frequency as shown in Table 3-4 (100). The tributary would then use the lower frequency shown in Table 3-4 (5,10 etc.) for its mainline hydraulic calculati ons. For example, for a drainage area ratio between 100 to 1 and 999 to1 and a 100 year storm the main stem control WSEL would be calculated using a 100 year storm and the mainline hydraulics in the tributary would be calculated using a 25 year storm.

2. In the second case, the water surface in the ma in stem will be the WSEL of the smaller frequency as shown in Table 3-4 (2, 10 etc.). The tributary would then use the larger Restaurant Row
Continuous Grade Curb Inlets a= 0.33 =depression (ft)
Inlet Location System Node
Proposed
Condition
100-Year
Discharge
(cfs)
Channel
Slope
(ft/ft)
y, Actual
Depth (ft)
LT, Length
required
for full
capture*
Length of
opening Efficiency
Bypass
Flow (cfs) Notes
San Marcos Blvd 200 202 5.1 0.1000 0.38 12.2 13 100% 0.00 San Marcos Blvd 200 215 1.9 0.0100 0.29 5.6 6 100% 0.00 * Equation for opening length required for full capture (Page 2-5 San Diego County Hydraulic Design Manual) 2 / 3)( 7 . 0ya

QL APPROACH
T
+
=
Restaurant Row
Curb Inlets at Sags Cw= 3.0 (based on Table 2-1 (Page 2-7 County Hydrauli c Manual)) Inlet Location System Node
Proposed
Condition100
Year
Discharge
(cfs)
h, Height
of
Opening
(in)
Lw ,
Length
Required
for Full
Capture 1
(ft)
Length of
Opening
(ft) Notes (including emergency overflow location)
100 145 1.7 4 1.7 4
Notes:
(1) Based on weir calculation from San Diego County Hydraulic Design Manual (Page 2-6), assuming capacity of 1.03 cfs/foot

APPENDIX 5

Drainage Exhibits

EXHIBIT A
DRAFT

EXHIBIT A
4 cubic yard bin @
6'-9" x4'-6"
4 cubic yard bin @
6'-9" x4'-6"
4 cubic yard bin @
6'-9" x4'-6"
4 cubic yard bin @
6'-9" x4'-6"
4 cubic yard bin @
6'-9" x4'-6"
FF=535.00 FF=535.00 FF=535.00 FF=535.00
FF=534.75 FF=535.00
FF=535.25 FF=535.50 FF=535.75
FF=534.25 FF=534.50
FF=534.75 FF=535.00 FF=535.25
FF=534.25 FF=534.50 FF=534.75
FF=535.00 FF=535.25
FF=533.75 FF=534.00 FF=534.25
FF=534.50 FF=534.75
FF=533.75
FF=534.00 FF=534.25 FF=534.50 FF=534.75
FF=533.25 FF=533.50
FF=533.75 FF=534.00 FF=534.25
FF=533.25 FF=533.50 FF=533.75 FF=534.00 FF=534.25
FF=532.75 FF=533.00 FF=533.25 FF=533.50 FF=533.75
FF=533.75 FF=533.75 FF=533.50 FF=533.50 FF=533.25 FF=533.25 FF=533.25 FF=533.00 FF=533.00 FF=532.75 FF=532.75 FF=532.50 FF=532.50 FF=532.25 FF=532.25 FF=532.25

CITY OF SAN MARCOS

RESTAURANT ROW

CITY OF SAN MARCOSRESTAURANT ROW

San Marcos City CouncilDecember 12, 2023

San Marcos City Council
December 12, 2023