Attachment D - Appendix F-1 - Hydrology Study — San Marcos City Council, June 25, 2024 (part 1 of 2)

ATTACHMENT D

ENVIRONMENTAL IMPACT REPORT
APPENDIX F-1

HYDROLOGY STUDY

APPENDIX F-1
Hydrology Study

PRIORITY PROJECT

HYDROLOGY STUDY

FOR:

HUGHES CIRCUITS
APN No. 219-223-20&22
NE Corner of South Pacific Street, San Marcos, California

PREPARED FOR:

Hughes Circuits, Inc.
546 South Pacific Street
San Marcos, CA 92078
Contact Person: Joe Hughes
E-mail: [email protected]

PREPARED BY:

EXCEL ENGINEERING
440 State Place
Escondido, CA 92029
Tel: (760) 745-8118
Project No: 21-088

DATE PREPARED:
6/3/2022

2 TABLE OF CONTENTS

1.0 Project Description

1.1 Project Purpose

1.2 Project Proposed facilities

2.0 Vicinity Map

3.0 Site Map

4.0 Description of Watershed

4.1 Pre-Development Topography

4.2 Post-Development Topography

4.3 Hydrologic Unit Contribution

5.0 Methodology

5.1 Hydrology Software

5.2 Routing Software

5.3 Soil Type Determination

5.4 Isopluvial Value Determination

5.5 Conjunctive Use

6.0 Calculations

6.1 Determine the Watershed that affects the project

6.2 Calculate Runoff Coefficient

6.3 Manning Roughness Coefficient

6.4 Calculate Storm Flows using the Rational Method

7.0 Conclusion

8.0 References

9.0 Declaration of Responsible Charge

10.0 Attachments
Attachment 1 – Site Map
Attachment 2 – Figures & Tables from the SD Hydrology Manual 2003 Attachment 3 – Watershed Information
Watershed Map
Soils Index Map
Soil Report
Rainfall Isopluvial Maps
Attachment 4 – Pre Development Hydrology Map
Attachment 5 – Post Development Hydrology Map
Attachment 6 – Modified Rational Method Runoff Calculations 6a. CivilD Pre-Development Q100 Calculations
6b. CivilD Post-Development Q100 Calculations
6c. CivilD Mitigated Post Development Q100 Calculations Attachment 7 – City of San Marcos Land Use Plan
Attachment 8 – Hydrograph
8a. Hydrograph Report
8b. Runoff Coefficient C After Detention Structure Calculations Attachment 9 – City of San Marcos Drainage Master Plan
3 9a. City of San Marcos Drainage Master Plan Existing Deficient System 100 Year Results.
9b. Rick Engineering Existing Conduits Summary Table, April 2019

1.0 PROJECT DESCRIPTION

1.1 Project Purpose

The purpose of this project is to develop a vacant site into an industrial building with supporting parking lot and landscape area. The site is located at the northeast corner of south pacific street, San Marcos, CA. The total development area is

2.926 acres. This study will demonstrate that the post-development 100-year peak runoff will not exceed the existing peak runoff rates.

1.2 Project Proposed Drainage Facilities

The project is proposing to build approximately 2.44 acres of impervious area consisting of a single industrial building with supporting parking lot, and landscape area. The project proposes to build a parking lot which slopes at 0.5% to onsite biofiltration basins (BMP A and BMP B). To decrease impervious area on the site, the parking stalls will be pervious concrete. The building’s roof is directed into two biofiltration basins along the east boundary of the development footprint.

The project includes onsite storage consisting of 600 ft of 48 inches HDPE pipe located at north and east edge of the project site. Once the stormwater gets treated in the water quality treatment systems, the stormwater flows through a pipe to the storage tank. This storage tank accepts onsite stormwater from proposed building roof and parking lot. The storage tank is used for detaining onsite stormwater. At the end of the storage tank, a weir plate with two orifices is used for regulating low flow.

The project will extend the existing dual 66 inches culvert from the current terminus through the site to the development limits on the north side of the project parking lot. A 24 inches pipe connects the weir structure and storage facility through the existing dual 66 inches pipe to proposed culvert. The proposed culvert routes stormwater to POC at South Pacific Street. From here, flows will follow the existing offsite flow path. Final design will include a WSPG fun of the extended dual 66 inches pipes.

The west and south edge of the project is approximately 0.497 acres section that includes pervious and landscaped slope. This is a self-mitigating area that will not flow to the basins. This section drains stormwater from the north to the south and collects water in an existing 18 inches storm drainpipe and ties to an existing 27 inches storm drainpipe to the POC.
4 2.0 VICINITY MAP

Figure 1. Project Site Map

3.0 Site Map

Please see Attachment 1 – Site Map

5 4.0 DESCRIPTION OF WATERSHED

4.1 Pre-Development Topography

The majority of the existing offsite surface slopes generally from the north to the south. When the water reaches South Pacific Street along the west border of the project, it flows into the existing dual 48 inches pipes then flow through vacant property before entry the project area.

The site is currently undeveloped. The existing onsite surface slope is approximately 2% and runs generally from the north to the south. When the water from offsite reaches to the north edge of the project, it flows along the slope until it reaches the project’s POC at the south edge of the property. According to the Web Soil Survey, the entire existing site is Soil Type D.

The land use of the existing offsite area was estimated based on the City of San Marcos Land Use Plan. The runoff coefficient C of the offsite area is calculated using weighted average value. The land use of the existing onsite area was estimated based on the aerial photography and detailed aerial topographic mapping, and the value of the undisturbed natural terrain is used in the pre- development onsite runoff calculations.

A pre-developed drainage map can be found as Attachment 4 in this report.

4.2 Post-Development Topography

The project proposes to build a building, parking and landscape areas. The proposed parking slopes to the project’s biofiltration basin (BMP-A) at 0.5%. To decrease impervious area on the site, the parking stalls will be installed with pervious concrete. The proposed building is approximately 1.298 acres. The 1.024 acres of the building will discharge roof water into BMP-A, another 0.274 acres of the building will discharge roof water into BMP-B. After all stormwater from parking lot and roof get collected and treated in BMP-A and BMP-B, it flows into the 48 inches storage tank, which is located at the north and east edge of the project site. This storage tank is used for detaining post-developed onsite water.

At the end of the storage tank, a weir plate with two orifices is used for regulating low flow.

A 24 inches pipe connect the storage tank with two proposed new 66 inches culverts. These two new 66 inches culverts run from the north to the south and meet with the existing two 66 inches culvert at south pacific street. These two 66 inches culverts route stormwater through the site and finally collects into the POC at the South Pacific Street.

At the west and south edge of the project site, there is approximately 0.497 acres which include pervious and landscaped slope that will not flow to the basins. This 6 section drains surface water from the north to the south and collects in an existing 18 inches storm drainpipe which ties to an existing 27 inches storm drain to the POC.

According to the Web Soil Survey, the entire proposed project site is composed of type D soil. The land use of the post development condition includes Undisturbed Natural Terrain, Limited Industrial, General Industrial, High Density Residential

43.0 DU/A or less, and Medium Density Residential 14.5 DU/A or less. Values of runoff coefficient C related to these land use types were used in the post- development runoff calculations.

A post-developed drainage map can be found as Attachment 5 in this report.

4.3 Hydrologic Unit Contribution

The project is located in the Richland Hydrologic Sub Area of the San Marcos Hydrologic Area of the Carlsbad Hydrologic Unit (904.52).

Please find the watershed map as Attachment 3 in this report.

5.0 METHODOLOGY

This report is prepared in accordance with the 2003 San Diego County Hydrology Manual. Based on the overall tributary study area, calculations area on the Rational Method.

5.1 Hydrology Software

The “Rational Hydrology Method, San Diego County (2003 Manual)” module of the CIVILCADD/CIVIL DESIGN Engineering software version 7.4 is used in this study. Referred to as CivilD within this report, this software was also used to develop hydrographs from the rational method results. This procedure also complies with the 2003 San Diego Hydrology Manual as presented in Section 6.

5.2 Routing Software

Hydraflow Hydrographs Extension for Autodesk Civil 3D, Version 2021 is used for hydrologic routing of the entire project site. the hydrograph developed from the rational method is then manually entered into this software and routed into each detention pipe. The hydrograph report can be found in Attachment 8 in this
report.

5.3 Soil Type Determination

The soil type for the proposed project was determined by mapping the project limits on the EPA Web Soil Survey website. The Web Soil Survey indicate that 7 the entire site is composed of soil type D. The soil report and soil index map can be found in Attachment 3 in this report.

5.4 Isopluvial Value Determination

The isopluvial values for the 100-year 6 hour and 24 hour storm events were determined by plotting the projects location on the respective exhibits from Appendix B of the Hydrology Manual. The rainfall isopluvial maps can be found in Attachment 3 in this report.

5.5 Conjunctive Use Considerations

Since BMP-A and BMP-B is being used to handle peak flows and hydromodification, conjunctive use as described by the County of San Diego Conjunctive Use Handout (January 2020) must be considered. For this site, the peak flow storage pond built in Hydraflow Hydrographs does not account for the first 9 inches of water quality ponding that accounts for the water up to the lowest surface outlet. An additional 6 inches is shown to be required for adequate storage space for water quality ponding and hydrology storage. When using a Biofiltration Basin for Conjunctive use, it is required that there be 1 foot of freeboard above the maximum depth achieved by the peak flows. The proposed design leaves 12 inches of freeboard in addition to the 6 inches of space needed for mitigation and 9 inches of water quality ponding. This leaves a total of 27 inches from the surface of the basin to the top.

6.0 CALCULATIONS

6.1 Determine the Watershed that affects the project

To ensure that the proposed project onsite area will not have a negative impact to the downstream facilities, the project design checks that the peak flow and velocity from the 100-year storm and make sure they are identical or less when comparing the Post Development conditions to the Pre Development conditions.

6.2 Calculate Runoff Coefficient

The proposed project and offsite runoff area lie primarily within hydraulic soil group D. Relevant soil properties are assigned according to this designation unless stated otherwise below. The runoff coefficient C is based on the land use for this project.

For both pre- and post- development offsite area, the runoff coefficient C value is estimated based on the City of San Marcos Land Use Plan. This was done closely match the City of San Marcos General Plan Land Use Map. The runoff coefficient C of the offsite area is calculated using the weighted average value. 8 For the pre-development onsite area, the site is an existing undeveloped area and not graded, therefore, the value of the undisturbed natural terrain is used in the pre-development onsite runoff calculations.

For the post-development onsite area, the land use condition includes Undisturbed Natural Terrain, Limited Industrial, General Industrial, High Density Residential 43.0 DU/A or less, and Medium Density Residential 14.5 DU/A or less. Values of runoff coefficient C related to these land use types were used in the post-development runoff calculations.

The runoff coefficients for each of the drainage areas are taken from Table 3-1 of the Hydrology Manual. Table 3-1 is included in the CIVILD software, and the values chosen based on the program input parameters. The output file was checked to ensure that the correct C values are used.

In order to not have a negative impact on the post development downstream facilities, detention structure is needed in this project. We are using the resulting outflow hydrograph to recalculate the runoff coefficient C based on the fix values of the outflow hydrograph to achieve a C out. The detailed description and calculation of the C out value can be found in Attachment 8 in this report.

Please find the City of San Marcos Land Use Plan in Attachment 7 in this report.

6.3 Manning Roughness Coefficient

Manning Roughness Coefficients are taken from Table A-1, Average Manning Roughness Coefficients for Pavement and Gutters, Table A-2, Average Manning Roughness Coefficients for Closed Conduits, and Table A-5, Average Manning Roughness Coefficients for Natural Channels. Values of 0.015 for concrete gutter,

0.013 for PVC pipe, and 0.03 for fairly regular section natural channels are used in the hydrology calculations. Table of Manning’s n value can be found in Attachment 2 in this report.

6.4 Calculate Storm Flows using the Rational Method

The Rational Method (RM) is used to determine the maximum runoff rate from the 100-year storm event. The RM application is highly effective in urban and rural watersheds for the design of storm drains and small drainage structures.

Application of the rational method is based on a simple formula that relates runoff producing potential of the watershed drainage area (A), runoff coefficient (C) rainfall intensity (I) for a particular length of time (Tc), which is the time required for water to flow from the most remote point of the basin to the location being analyzed. Thus, the following equation is used:

9 Q = CIA

Where:

Q = peak discharge, in cubic feet per second (cfs)
C = runoff coefficient
I = average rainfall intensity for a duration equal to Tc Tc = time of concentration (note: if the computed Tc is less than 5 minutes, then use 5 minutes for computing the peak discharge, Q) A = Drainage area contributing to the design location, in acres

The peak runoff calculations for the 100-year storm are performed using the CIVILD software. A summary of the initial calculations is summarized in the table below:

ONSITE PRE POST POST MIT

Q (CFS) 258.68 258.84 258.50
Tc (MIN) 51.74 49.85 49.85
V (FT/S) 15.49 15.49 15.49
A (AC) 170.63 170.63 170.63

Table 1. Q100 Onsite Analysis Results

The offsite tributary area flows were provided by the City of San Marcos and were used to is larger than the onsite area, the offsite tributary area controls the overall site runoff. Detention of the post-developed onsite area occurs. The detention system is 600 ft of 48 inches HDPE storm drain. Per Table 1 (see above), the post development onsite flow of 258.84 cfs is higher than the pre development onsite flow of 258.68 cfs. Therefore, mitigation is to be used. Upon analysis of the mitigated flow is 258.50 cfs, which is lower than the pre development onsite flow.

CIVILD data and output files can be found in Attachment 6 of this report.

By observation of the results in the summary table, the proposed development of the site will have an overall decrease in the 100-year peak flow discharge from the site.

7.0 CONCLUSION

Based on the results of this report the project does not increase the 100-year peak flow rate. The mitigated stormwater discharge from the site is lower than those of the Pre-development. The project meets the County of San Diego standards for 10 peak flow control and therefore we can conclude that this project will not impact the existing downstream storm drainage facilities.

8.0 REFERENCES
County of San Diego, Department of Public Works, Flood Control Section, June 2003 San Diego County Hydrology Manual

9.0 DECLARATION OF RESPONSIBLE CHARGE

I hereby declare that I am the engineer of work for this project. That I have exercised responsible charge over the design of the project as defined in section 6703 of the business and professions codes, and that the design is consistent with current design.

I understand that the check of the project drawings and specifications by the City of San Marcos is confined to a review only and does not relieve me, as engineer of work, of my responsibilities for project design.

ENGINEER OF WORK
Excel Engineering
440 State Place
Escondido, CA 92029
Tel – (760)745-8118
Fax – (760)745-1890

Project Number: 21-088

___________________________________________________ 6/3/2022 Robert D. Dentino, RCE 45629 Date
Registration Expire: December 31, 2022

ATTACHMENT 1

SITE MAP

ATTACHMENT 2
FIGURES & TABLES FROM THE SAN DIEGO COUNTY HYDROLOGY MANUAL 2003

San Diego County Hydrology Manual Sect ion: 3
Date: June 2003 Page: 6 of 26

Table 3-1

RUNOFF COEFFICIENTS FOR URBAN AREAS

Land Use Runoff Coefficient “C”
Soil Type
NRCS Elements County Elements % IMPER. A B C D
Undisturbed Natural Terrain (Natural) Permanent Open Space 0* 0.20 0.25 0.30 0.35 Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32 0.36 0.41 Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 0.46 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0.52 Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57 Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 0.79 Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 0.78 0.79 Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 0.81 0.82 Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (General I.) General Industrial 95 0.87 0.87 0.87 0.87

*The values associated with 0% impervious may be use d for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest).

DU/A = dwelling units per acre
NRCS = National Resources Conservation Service

3-6

San Diego County Hydrology Manual Section: 3
Date: June 2003 Page: 12 of 26

Note that the Initial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect where the drainage basin area is 20 to 600 acres.

Table 3-2 provides lim its of the length (Maximum Length ( LM)) of sheet flow to be used in hydrology studies. Initial Ti values based on average C values for the Land Use Elem ent are also included. These values can b e used in planning and design applic ations a s described below. Exceptions m ay be approved by the “Regulating Agency” when subm itted with a detailed study.

Table 3-2

MAXIMUM OVERLAND FLOW LENGTH (LM)
& INITIAL TIME OF CONCENTRATION (Ti)
.5% 1% 2% 3% 5% 10% Element*

DU/
Acre LM Ti LM Ti LM Ti LM Ti LM Ti LM Ti
Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9 LDR 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4
LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8
LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6
MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3
MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8
MDR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5
MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3
HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5
HDR 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7
N. Com 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7
G. Com 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4
O.P./Com 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2
Limited I. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2
General I. 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9
*See Table 3-1 for more detailed description

3-12

3-3
15 Nomograph for Determination of
Time of Concentration (Tc) or Travel Time (Tt) for Natural Watersheds 16 F I G U R E
SOURCE: California Division of Highways (1941) and Kirpich (1940) 3-5
Computation of Effective Slope for Natural Watersheds
Area “A” = Area “B”
Watershed Divide
Design
Point
Area “A”
Watershed
Divide
L
L
Design Point
(Watershed Outlet)
Stream Profile
Effective Slope Line
Area “B”
E
17 F I G U R E
SOURCE: San Diego County Department of Special District Services Design Manual 3-6
Gutter and Roadway Discharge - Velocity Chart

0.13 EXAMPLE:

Given: Q = 10 S = 2.5%
Chart gives: Depth = 0.4, Velocity = 4.4 f.p.s.

Depth RESIDENTIAL STREET

ONE SIDE ONLY

1.5’
n = .015
1 2 3 4 5 6 7 8 9 10 20 30 40 50
Discharge (C.F.S.)

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.2

1.4 1.6

1.8 2
3 6
4 5
7 8
9 10
12 14
16 18
20 V = 2.5 f.p.s.

V = 3 f.p.s.

V = 4 f.p.s.

V = 5 f.p.s.

V = 6 f.p.s.

V = 8 f.p.s.

V = 10 f.p.s. V = 12 f.p.s.

V = 2 f.p.s.

Depth 0.7 Feet
Depth 0.6 Feet
Depth 0.5 Feet
Depth 0.4 Feet
Depth 0.3 Feet
Depth 0.25 Feet
Depth 0.2 Feet
% of Street Slope
V = 1.5 f.p.s.
2%
2%
n = .0175
PavedConcrete
Gutter
18 F I G U R E
SOURCE: USDOT, FHWA, HDS-3 (1961)
3-7
Manning’s Equation Nomograph
s = 0.003
n = 0.02
SLOPE in feet per foot -s
HYDRAULIC RADIUS in feet - R
VELOCITY in feet per second - V

EXAMPLE
R=0.6
V=2.9
EQUATION: V = ____ R2/3 s1/21.49
n

0.3 0.2

0.15 0.10

0.09 0.08

0.07 0.06

0.05 0.04

0.03 0.02

0.01 0.009

0.008

0.007

0.006

0.005

0.004

0.003

0.002

0.0003

0.0004

0.0005

0.0006

0.0007

0.0008

0.0009

0.001
20 10
9 8
7 6
5 4
3 2

1.0 0.9

0.8 0.7

0.6 0.5

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 2
3 4
10 9
8 7
6 5
50 40
30 20

0.01 0.02

0.03 0.04

0.05 0.06

0.07 0.08

0.09 0.10

0.2 0.3

0.4 GENERAL SOLUTION
ROUGHNESS Coefficient - n
19 San Diego County Drainage Design Manual (July 2005)
Page A-3

Table A-1 Average Manning Roughness Coefficients for Pavement and Gutters1 Concrete Gutter2 ......................................................................................................................0.015 Concrete Pavement
Float Finish .........................................................................................................................0.014 Broom Finish.......................................................................................................................0.016 Concrete Gutter with Asphalt Pavement
Smooth Finish.....................................................................................................................0.013 Rough Texture ....................................................................................................................0.015 Asphalt Pavement
Smooth Finish.....................................................................................................................0.013 Rough Texture ....................................................................................................................0.016 Based on FHWA HEC-22.

1 Based on materials and workmanship required by standard specifications. 2 Increase roughness coefficient in gutters with mild slopes where sediment might accumulate by 0.020.

Table A-1

San Diego County Drainage Design Manual (July 2005)
Page A-4

Table A-2 Average Manning Roughness Coefficients for Closed Conduits3 Reinforced Concrete Pipe (RCP) .............................................................................................0.013 Corrugated Metal Pipe and Pipe Arch
2-3/8 x 1/2 inch Corrugations
Unlined ........................................................................................................................0.024 Half Lined
Full Flow ............................................................................................................... 0.018 d/D>=0.60 ............................................................................................................. 0.016 d/D<0.60 ............................................................................................................... 0.013 Fully Lined ................................................................................................................... 0.013 3 x 1 inch Corrugations ...................................................................................................... 0.027 6 x 2 inch Corrugations ...................................................................................................... 0.032 Spiral Rib Pipe ................................................................................................................... 0.013 Helically Wound Pipe
18-inch .........................................................................................................................0.015 24-inch .........................................................................................................................0.017 30-inch .........................................................................................................................0.019 36-inch .........................................................................................................................0.021 42-inch .........................................................................................................................0.022 48-inch .........................................................................................................................0.023 Plastic Pipe (HPDE and PVC)
Smooth ..............................................................................................................................0.013 Corrugated .........................................................................................................................0.024 Vitrified Clay Pipe .....................................................................................................................0.014 Cast-Iron Pipe (Uncoated) ....................................................................................................... 0.013 Steel Pipe ................................................................................................................................. 0.011 Brick ......................................................................................................................................... 0.017 Cast-In-Place Concrete Pipe
Rough Wood Forms .......................................................................................................... 0.017 Smooth Wood or Steel Forms ...........................................................................................0.014

3 Based on materials and workmanship required by standard specifications.

Table A-2

San Diego County Drainage Design Manual (July 2005)
Page A-6

Table A-5 Average Manning Roughness Coefficients for Natural Channels Minor Streams (Surface Width at Flood Stage < 100 ft)
Fairly Regular Section
(A) Some Grass and Weeds, Little or No Brush .........................................................0.030 (B) Dense Growth of Weeds, Depth of Flow Materially Greater Than Weed Height ....................................................................................................................0.040 (C) Some Weeds, Light Brush on Banks..................................................................... 0.040 (D) Some Weeds, Heavy Brush on Banks .................................................................. 0.060 (E) For Trees within Channel with Branches Submerge d at High Stage, Increase All Above Values By ..............................................................................................0.015 Irregular Section, with Pools, Slight Channel Meander
Channels (A) to (E) Above, Increase All Values By .....................................................0.015 Mountain Streams; No Vegetation in Channel, Banks Usually Steep, Trees and Brush along Banks Submerged at High Stage
(A) Bottom, Gravel, Cobbles and Few Boulders ..........................................................0.050 (B) Bottom, Cobbles with Large Boulders.................................................................... 0.060

Flood Plains (Adjacent To Natural Streams)
Pasture, No Brush
(A) Short Grass ............................................................................................................ 0.030 (B) High Grass ............................................................................................................. 0.040 Cultivated Areas
(A) No Crop .................................................................................................................. 0.040 (B) Mature Row Crops ................................................................................................. 0.040 (C) Mature Field Crops................................................................................................. 0.050 Heavy Weeds, Scattered Brush .........................................................................................0.050 Light Brush and Trees ........................................................................................................ 0.060 Medium To Dense Brush.................................................................................................... 0.090 Dense Willows ....................................................................................................................0.170 Cleared Land with Tree Stumps, 100-150 Per Acre...........................................................0.060 Heavy Stand of Timber, Little Undergrowth
(A) Flood Depth below Branches ................................................................................. 0.110 (B) Flood Depth Reaches Branches ............................................................................ 0.140

Table A-5

ATTACHMENT 3

WATERSHED INFORMATION

WATERSHED MAP

Watershed Map

South Pacific Street, San Marcos, CA.

Legend
Carlsbad Watershed
S Pacific St
10 mi
N ➤ ➤
N
Data SIO, NOAA, U.S. Navy, NGA, GEBCO
Data SIO, NOAA, U.S. Navy, NGA, GEBCO
Data SIO, NOAA, U.S. Navy, NGA, GEBCO

SOIL INDEX MAP

/51/51/176/48/48/39
/51/50/176/52/53/39
/51/50/176/51/48/39
/51/51/176/49/53/39
/49/49/55/176/49/53/39/49/49/55/176/48/48/39/49/49/54/176/52/53/39/49/49/54/176/51/48/39/49/49/54/176/49/53/39 /49/49/54/176/51/48/39/49/49/54/176/52/53/39/49/49/55/176/48/48/39/49/49/55/176/49/53/39/49/49/55/176/51/48/39 /49/49/54/176/49/53/39 /51/51/176/49/53/39
/51/50/176/52/53/39
/51/51/176/48/48/39
/51/51/176/51/48/39
/51/50/176/51/48/39
/51/51/176/51/48/39
/49/49/55/176/51/48/39
/83/46/68/46/32/67/79/85/78/84/89
/83/65/78/32/68/73/69/71/79
/80/79/87/65/89
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PROJECT SITE

SOIL REPORT

Hydrologic Soil Group—San Diego County Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
2/7/2022

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3666200 3666400 3666600 3666800 3667000 3667200 3667400 3667600 3667800 3668000 3666200 3666400 3666600 3666800 3667000 3667200 3667400 3667600 3667800 3668000 480300 480500 480700 480900 481 100 481300 481500 481700 480300 480500 480700 480900 481 100 481300 481500 481700 33° 9' 4'' N
117° 12' 41'' W
33° 9' 4'' N
117° 11' 44'' W
33° 8' 1'' N
117° 12' 41'' W
33° 8' 1'' N
117° 11' 44'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 450 900 1800 2700
Feet
0 100 200 400 600
Meters
Map Scale: 1:9,410 if printed on A portrait (8.5" x 11") sheet.

Soil Map may not be valid at this scale.

MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.

Warning: Soil Map may not be valid at this scale.

Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale.

Please rely on the bar scale on each map sheet for map
measurements.

Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:

Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required.

This product is generated from the USDA-NRCS certified data as of the version date(s) listed below.

Soil Survey Area: San Diego County Area, California
Survey Area Data: Version 16, Sep 13, 2021
Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

Date(s) aerial images were photographed: Jan 23, 2020—Feb 13, 2020
The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.

Hydrologic Soil Group—San Diego County Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
2/7/2022

Page 2 of 4 ends

Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI DaC Diablo clay, 2 to 9
percent slopes
D 31.1 12.3%
DaE Diablo clay, 15 to 30
percent slopes
D 2.2 0.9%
LeC Las Flores loamy fine
sand, 2 to 9 percent
slopes
D 141.1 56.0%
LeD Las Flores loamy fine
sand, 9 to 15 percent
slopes
D 15.9 6.3%
LeD2 Las Flores loamy fine
sand, 9 to 15 percent
slopes, eroded
D 8.2 3.3%
LfC Las Flores-Urban land
complex, 2 to 9
percent slopes
D 50.9 20.2%
PfA Placentia sandy loam,
thick surface, 0 to 2
percent slo pes
D 2.6 1.0%
Totals for Area of Interest 251.9 100.0%
Hydrologic Soil Group—San Diego County Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
2/7/2022

Page 3 of 4 ends

Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms.

The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows:

Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission.

Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture.

These soils have a moderate rate of water transmission.

Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission.

Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission.

If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes.

Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—San Diego County Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
2/7/2022

Page 4 of 4 ends

RAINFALL ISOPLUVIAL MAPS

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PROJECT SITE
P6 = 3.2
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/83
/67/111/117/110/116/121/32/111/102/32/83/97/110/32/68/105/101/103/111/72/121/100/114/111/108/111/103/121/32/77/97/110/117/97/108 /82/97/105/110/102/97/108/108/32/73/115/111/112/108/117/118/105/97/108/115 /49/48/48/32/89/101/97/114/32/82/97/105/110/102/97/108/108/32/69/118/101/110/116/32/45/32/50/52/32/72/111/117/114/115 /84/72/73/83/32/77/65/80/32/73/83/32/80/82/79/86/73/68/69/68/32/87/73/84/72/79/85/84/32/87/65/82/82/65/78/84/89/32/79/70/32/65/78/89/32/75/73/78/68/44/32/69/73/84/72/69/82/32/69/88/80/82/69/83/83 /79/82/32/73/77/80/76/73/69/68/44/32/73/78/67/76/85/68/73/78/71/44/32/66/85/84/32/78/79/84/32/76/73/77/73/84/69/68/32/84/79/44/32/84/72/69/32/73/77/80/76/73/69/68/32/87/65/82/82/65/78/84/73/69/83 /79/70/32/77/69/82/67/72/65/78/84/65/66/73/76/73/84/89/32/65/78/68/32/70/73/84/78/69/83/83/32/70/79/82/32/65/32/80/65/82/84/73/67/85/76/65/82/32/80/85/82/80/79/83/69/46 /67/111/112/121/114/105/103/104/116/32/83/97/110/71/73/83/46/32/65/108/108/32/82/105/103/104/116/115/32/82/101/115/101/114/118/101/100/46 /84/104/105/115/32/112/114/111/100/117/99/116/115/32/109/97/121/32/99/111/110/116/97/105/110/32/105/110/102/111/114/109/97/116/105/111/110/32/102/114/111/109/32/116/104/101/32/83/65/78/68/65/71/32/82/101/103/105/111/110/97/108 /73/110/102/111/114/109/97/116/105/111/110/32/83/121/115/116/101/109/32/119/104/105/99/104/32/99/97/110/110/111/116/32/98/101/32/114/101/112/114/111/100/117/99/101/100/32/119/105/116/104/111/117/116/32/116/104/101 /119/114/105/116/116/101/110/32/112/101/114/109/105/115/115/105/111/110/32/111/102/32/83/65/78/68/65/71/46 /84/104/105/115/32/112/114/111/100/117/99/116/32/109/97/121/32/99/111/110/116/97/105/110/32/105/110/102/111/114/109/97/116/105/111/110/32/119/104/105/99/104/32/104/97/115/32/98/101/101/110/32/114/101/112/114/111/100/117/99/101/100/32/119/105/116/104 /112/101/114/109/105/115/115/105/111/110/32/103/114/97/110/116/101/100/32/98/121/32/84/104/111/109/97/115/32/66/114/111/116/104/101/114/115/32/77/97/112/115/46 /73/115/111/112/108/117/118/105/97/108/32/40/105/110/99/104/101/115/41 23 PROJECT ISOPULIVIAL MAP

PROJECT SITE
P24 = 5.5

ATTACHMENT 4

PRE-DEVELOPMENT HYDROLOGY EXHIBIT

PRIVATE RD

FIRE LN

W SAN MARCOS BL

FIRE LNFIRE LN

RUE DE VALLE

DDIISSCCOO

VVEERRYY
SSTT

SECURITY
PL

KKNNIIGGHHTTSS

RREEAALLMM
01ST ST
01ST ST

S PACIFIC ST

S PACIFIC ST
PPRR

IIVVAATTEE
RRDD

GGRRAANN
DDOO
NN
AAVV
BB

EEVVEERR
LLYY
PPLL
SanMarcosCreek
560'560'
550'550'
540'
540'
530'
530'
530'530'
520'520'
540'
540'
530'
530'
530'
530'
520'520'
530'
530'
520'520'
510'
510'
520'
520'
510'
510'
550'
550'
540'540'
540'
540'
530'
530'
520'520'
520'
520'
520'520'
520'
520'
510'
510'
510'510'
510'510'
510'
510'
510'
510'
510'510'
510'
510'
540'540'
540'540'
530'530'
530'530'
530'530'
530'530'
530'530'
510'510'
INLT10409
CBIN10976
OTHR10697
OTHR10712
INLT10422
INLT10431
OTHR10770
CBIN11011
INLT10438
OTHR10815
CBIN11012 CBIN11013
INLT10444
INLT10533
OTHR10923
CBIN11213
CBIN11214
CLEN10886
OTHR10925
CLEN10887
OTHR10926
OTHR10927OTHR10928
OTHR10929
CBIN11315
OTLT10162
INLT10580
CBIN11317
CBIN11318
OTHR10971
CLEN10975
CLEN11093
CLEN11094
CBIN11413
CLEN11100
CLEN11102
OTHR10998
OTLT10179
INLT10721
OTHR11067

SAN MARCOSSAN MARCOS
PIPE12304
PIPE13575
PIPE12851
PIPE13597
PIPE11923
PIPE13092
PIPE12295
PIPE12920
PIPE12305
PIPE12223
PIPE12303
PIPE13438
CHAN10254
PIPE12297
CHAN10357
CULV10215
PIPE13155
PIPE13151
PIPE12838
CHAN10358
PIPE13147
PIPE12852
CHAN10326
PIPE12839
PIPE11924
PIPE13090
PIPE12222
PIPE13154
PIPE12921
PIPE12841
PIPE12937
CHAN10300
PIPE12840
PIPE12239
PIPE12922
PIPE12938
PIPE12240
OTLT10338
OTLT10349
W:\17729_SanMarcosDMP\GIS\DeliverableMaps\SMDMP_C_100yrResultsMaps_11x17.mxd City of San Marcos - Drainage Master Plan

APPENDIX C
Existing Deficient Systems, 100 Year Results - Sheet 87 Major River / Stream
Sub-Catchments
Existing Inventory
Channel Confluence
Cleanout
Curb Inlet
Curb Outlet
Detention Basin
Inlet
Outlet
Other
Separator
Outfalls
Culvert
Channel wider than 5 ft
Ditch less than 5 ft wide
Elliptical
Natural Channel
Storm Main
Channel / Ditch Transects
2-YR Flood Inundation
50-YR Flood Inundation
10-YR Flood Inundation
100-YR Flood Inundation
Storm Detention Basin
Surcharging Junctions
Surcharging Conduits
Only Upstream Surcharging
Only Downstream
Surcharging
Both Upstream and
Downstream Surcharging
April, 2019
Map Legend
Source: City of San Marcos, Rick Engineering Company,
SANGIS/USGS Aerial Imagery: 11/2014
0 200 400
Scale in Feet
North
SEE SHEET 100
SEE SHEET 74
SEE SHEET 86
SEE SHEET 88

LLAASS CCRRUUCCEESS AAVV

S RANCHO SANTA FE RD

RRUUEE DDEE VVAALLLLEE

MARGIE PL

MARGIE PL
LONITA
W
Y
LONITA
W
Y
01ST ST
01ST ST
DEBRA
PL
DEBRA
PL

AALLPPIINNEEPPLL

S PACIFIC ST

LLIINNDDAA VVIISSTTAA DDRR

LLAA CCOOLLUUSSAA DDRR
560'
560'
550'
550'
540'
540'
530'
530'
550'550'
540'540'
560'
560'
540'
540'
560'
560'
550'
550'
540'540'
570'
570'
560'
560'
560'
560'
550'
550'
560'560'
560'
560'
570'
570'
560'
560'
560'560'
560'560'
550'
550'
540'540'
530'530'
530'
530'
570'570'
550'550'
530'530'
INLT10359
OTLT10094
CBIN10912
CBIN10913
CBIN10914
CLEN10549
CBIN10915
CBIN10916
CBIN10917
INLT10361
CBIN10926
OTLT10103
CBIN10959
CBIN10960
INLT10395
INLT10409OTHR10697
OTLT10118
CLEN10632
CLEN10639
CLEN10640
OTHR10723
OTHR10724
OTHR10751
OTHR10752
OTHR10753
OTHR10754
OTHR10755
OTHR10756
OTHR10757
OTHR10768
OTHR10769
OTHR10770

SAN MARCOSSAN MARCOS
PIPE11947
PIPE11999
CHAN10241
CHAN10233
CHAN10252
PIPE12194
CULV10146
PIPE12182
PIPE11943
PIPE12120
PIPE11946
PIPE11996
PIPE12220
CHAN10199
CHAN10235
CHAN10253
CHAN10239
CHAN10237
CHAN10200
CHAN10240
CHAN10234
CHAN10254
CHAN10238
CHAN10236
PIPE11945
PIPE11944
PIPE11998
PIPE12119
W:\17729_SanMarcosDMP\GIS\DeliverableMaps\SMDMP_C_100yrResultsMaps_11x17.mxd City of San Marcos - Drainage Master Plan

APPENDIX C
Existing Deficient Systems, 100 Year Results - Sheet 100 Major River / Stream
Sub-Catchments
Existing Inventory
Channel Confluence
Cleanout
Curb Inlet
Curb Outlet
Detention Basin
Inlet
Outlet
Other
Separator
Outfalls
Culvert
Channel wider than 5 ft
Ditch less than 5 ft wide
Elliptical
Natural Channel
Storm Main
Channel / Ditch Transects
2-YR Flood Inundation
50-YR Flood Inundation
10-YR Flood Inundation
100-YR Flood Inundation
Storm Detention Basin
Surcharging Junctions
Surcharging Conduits
Only Upstream Surcharging
Only Downstream
Surcharging
Both Upstream and
Downstream Surcharging
April, 2019
Map Legend
Source: City of San Marcos, Rick Engineering Company,
SANGIS/USGS Aerial Imagery: 11/2014
0 200 400
Scale in Feet
North
SEE SHEET 114
SEE SHEET 87
SEE SHEET 99
SEE SHEET 101

APPENDIX E
EXISTING CONDUITS: SUMMARY TABLE
City of San Marcos Drainage Master Plan 29 of 86 April 2019 Facility ID SubWatershed Original
FacilityID
D' or H'
(diameter) or
(height)
B' (width) Barrels Shape Slope
(ft/ft) Material Q2
(cfs)
Qcon
(2-year)
(cfs)
Surcharging
(2-year) Qcon vs Qcap Q10 (cfs)
Qcon
(10-year)
(cfs)
Surcharging
(10-year) Q50
(cfs)
Qcon
(50-year)
(cfs)
Surcharging
(50-year)
Q100
(cfs)
Qcon
(100-
year)
(cfs)
Surcharging
(100-year)
Conveyance Info
Existing Condition Storm Conveyance Results Summary Table Dimensions 2-year 10-year 50-year 100-year
FLOW10091 A2 0 0 1 DUMMY 0.012 RCP 0.0 98.7 None 0 0.0 167.6 None 0.0 243.8 None 285.8 285.8 None FLOW10092 A2 0 0 1 DUMMY 0.006 RCP 0.0 98.2 None 0 0.0 167.0 None 0.0 300.2 None 308.0 308.0 None PIPE11928 A3 ZPIP11347 1.5 0 1 CIRCULAR 0.006 RCP 56.0 40.5 Both Upstream and Downstream 5.17 90.5 52.8 Both Upstream and Downstream 133.4 66.2 Both Upstream and Downstream 153.2 71.9 Both Upstream and Downstream PIPE11995 A3 ZPIP17423 1.5 0 1 CIRCULAR 0.001 PVC 10.8 9.2 Upstream 3.41 18.0 13.4 Upstream 27.1 18.1 Upstream 30.9 20.1 Upstream PIPE11871 A3 ZPIP11140 2 0 2 CIRCULAR 0.001 RCP 43.5 44.2 Both Upstream and Downstream 2.56 86.2 75.3 Both Upstream and Downstream 110.5 107.7 Both Upstream and Downstream 126.5 123.9 Both Upstream and Downstream PIPE11796 A3 ZPIP13803 1.5 0 1 CIRCULAR 0.004 RCP 15.1 14.5 Downstream 2.32 25.8 23.7 Both Upstream and Downstream 39.2 34.9 Both Upstream and Downstream 44.9 39.6 Both Upstream and Downstream PIPE11654 A3 ZPIP16773 1.083 0 1 CIRCULAR 0.005 CMP 7.2 4.9 Upstream 2.9 12.2 6.8 Upstream 18.3 8.8 Upstream 20.8 9.6 Upstream PIPE11655 A3 ZPIP16774 1.083 0 1 CIRCULAR 0.006 CMP 7.2 4.9 None 2.68 12.2 6.8 None 18.3 8.8 None 20.8 9.6 None PIPE12066 A3 ZPIP17503 1.5 0 1 CIRCULAR 0.001 RCP 8.7 9.0 None 2.46 15.3 15.3 None 26.0 17.5 Upstream 28.6 18.7 Upstream PIPE12202 A3 ZPIP15865 4 0 1 CIRCULAR 0.000 HDPE 30.5 24.7 None 1.84 90.4 52.7 Both Upstream and Downstream 78.8 70.0 Both Upstream and Downstream 85.5 65.0 Both Upstream and Downstream CULV10154 A3 CUL13262 3.583 2.25 1 ARCH 0.003 CMP 26.3 19.5 None 0.88 50.0 35.5 None 72.3 94.5 Upstream 83.4 106.1 Both Upstream and Downstream PIPE12290 A3 ZPIP11574 1.5 0 1 CIRCULAR 0.001 RCP 0.1 2.9 None 0.96 0.8 6.0 Both Upstream and Downstream 5.7 15.4 Both Upstream and Downstream 13.0 12.2 Both Upstream and Downstream PIPE12133 A3 ZPIP16083 1 0 1 CIRCULAR 0.042 CMP 9.0 7.2 Upstream 1.83 15.0 10.5 Upstream 41.0 14.1 Both Upstream and Downstream 43.8 15.9 Both Upstream and Downstream PIPE12210 A3 ZPIP14864 2 0 1 CIRCULAR 0.003 RCP 15.9 16.1 None 1.4 27.2 27.1 None 41.3 40.1 Upstream 47.3 45.7 Upstream PIPE12015 A3 ZPIP15401 2.5 0 1 CIRCULAR 0.002 RCP 28.4 34.2 None 2.06 39.2 58.2 None 42.2 64.2 None 45.0 65.2 None PIPE11801 A3 ZPIP17042 3.25 0 1 CIRCULAR 0.001 RCP 53.2 52.4 None 2.01 89.3 88.0 None 139.5 98.2 Upstream 158.9 100.7 Upstream PIPE11929 A3 ZPIP14874 2 0 1 CIRCULAR 0.007 RCP 57.8 40.9 Both Upstream and Downstream 2.17 93.9 53.1 Both Upstream and Downstream 138.2 66.6 Both Upstream and Downstream 158.7 72.4 Both Upstream and Downstream PIPE11898 A3 ZPIP11209 1.5 0 1 CIRCULAR 0.002 RCP 0.0 0.0 None 0 0.0 0.0 None 0.1 0.1 None 0.1 18.1 None PIPE11799 A3 ZPIP17040 3.5 0 1 CIRCULAR 0.001 RCP 60.6 60.6 None 1.95 100.9 97.3 None 163.9 108.9 None 183.1 112.2 None PIPE11925 A3 ZPIP14866 2.5 0 1 CIRCULAR 0.003 RCP 27.7 27.6 None 1.18 51.9 48.3 Both Upstream and Downstream 81.3 71.7 Both Upstream and Downstream 93.4 81.6 Both Upstream and Downstream PIPE11953 A3 ZPIP11498 2.5 0 1 CIRCULAR 0.005 CMP 29.4 27.6 None 1.71 47.5 38.0 Upstream 68.2 48.6 Upstream 77.7 53.3 Upstream PIPE12156 A3 ZPIP16535 1.5 0 1 CIRCULAR 0.002 RCP 4.9 5.0 None 1.18 8.3 9.0 None 12.5 13.4 None 14.2 13.8 None PIPE11927 A3 ZPIP11346 2 0 1 CIRCULAR 0.010 RCP 57.8 40.9 Both Upstream and Downstream 1.81 93.9 53.0 Both Upstream and Downstream 138.4 66.5 Both Upstream and Downstream 158.8 72.2 Both Upstream and Downstream PIPE11931 A3 ZPIP17269 2 0 1 CIRCULAR 0.011 RCP 62.1 42.5 Both Upstream and Downstream 1.8 101.3 55.0 Both Upstream and Downstream 149.3 68.9 Both Upstream and Downstream 171.4 74.8 Both Upstream and Downstream PIPE11800 A3 ZPIP17041 3 0 1 CIRCULAR 0.001 RCP 31.0 30.2 None 1.37 53.1 56.5 None 82.0 66.9 Both Upstream and Downstream 94.6 68.9 Both Upstream and Downstream PIPE12302 A3 ZPIP10920 2.5 0 1 CIRCULAR 0.004 RCP 73.4 50.7 None 2.06 110.5 60.3 Upstream 247.7 72.0 Upstream 239.3 77.0 Upstream PIPE11642 A3 ZPIP16768 3.5 0 1 CIRCULAR 0.005 CIPCP 362.4 182.5 Upstream 2.86 605.4 192.5 Upstream 894.2 196.6 Upstream 998.4 198.3 Upstream PIPE11782 A3 ZPIP10625 1.5 0 1 CIRCULAR 0.006 RCP 0.1 2.8 None 0.33 0.1 22.3 Both Upstream and Downstream 0.2 24.6 Both Upstream and Downstream 0.2 25.4 Both Upstream and Downstream PIPE12225 A3 2.5 0 1 CIRCULAR 0.002 RCP 26.4 23.9 None 1.29 48.6 38.0 None 74.9 51.4 None 82.9 54.1 Upstream PIPE12164 A3 PIP19069 4 0 2 CIRCULAR 0.005 CIPCP 524.9 138.0 None 0.8 903.3 253.2 None 1258.3 482.9 Upstream 1371.1 486.5 Upstream PIPE11906 A3 ZPIP14764 3 0 1 CIRCULAR 0.004 HDPE 64.5 64.5 None 1.52 102.0 99.8 None 149.7 113.5 None 169.3 116.0 None PIPE12163 A3 PIP19068 4 0 2 CIRCULAR 0.005 CIPCP 523.5 134.9 None 0.78 896.8 247.9 None 1245.9 471.7 Both Upstream and Downstream 1355.5 471.1 Both Upstream and Downstream PIPE12161 A3 ZPIP17908 1.5 0 1 CIRCULAR 0.006 RCP 7.7 7.7 None 0.92 12.8 12.8 None 19.5 19.5 None 22.5 22.4 None PIPE11855 A3 ZPIP14300 3 3 3 RECT_CLOSED 0.009 RCP 1.0 88.5 None 0.36 2.4 346.4 None 4.0 568.2 Upstream 4.6 632.2 Upstream PIPE12249 A3 ZPIP10627 3.5 0 1 CIRCULAR 0.004 RCP 64.8 79.6 None 1.32 104.1 113.6 Upstream 153.8 143.9 Upstream 172.9 154.5 Upstream PIPE11602 A3 ZPIP16641 2 0 1 CIRCULAR 0.009 RCP 11.8 11.8 None 0.54 24.0 24.0 None 37.8 37.7 None 44.4 55.5 None PIPE12176 A3 ZPIP20005 3 0 1 CIRCULAR 0.010 RCP 45.1 65.6 Both Upstream and Downstream 0.98 73.3 103.0 Both Upstream and Downstream 108.0 149.1 Both Upstream and Downstream 124.4 169.7 Both Upstream and Downstream PIPE11797 A3 ZPIP13804 2.5 0 1 CIRCULAR 0.006 RCP 69.6 45.0 Both Upstream and Downstream 1.42 114.2 58.3 Both Upstream and Downstream 168.1 72.9 Both Upstream and Downstream 192.1 79.3 Both Upstream and Downstream CULV10155 A3 CUL16010 3.583 2.25 1 ARCH 0.003 CMP 22.2 17.5 None 0.78 45.5 33.7 None 68.7 49.8 None 79.7 55.9 Upstream PIPE11798 A3 ZPIP17038 2.5 0 1 CIRCULAR 0.006 RCP 67.5 44.5 Both Upstream and Downstream 1.42 110.9 57.5 Both Upstream and Downstream 163.5 71.9 Both Upstream and Downstream 187.6 78.2 Both Upstream and Downstream PIPE11905 A3 ZPIP14763 3 0 1 CIRCULAR 0.005 HDPE 64.5 64.6 None 1.39 102.0 99.8 None 149.7 113.5 None 172.5 116.0 None PIPE11794 A3 ZPIP16667 2.5 0 1 CIRCULAR 0.007 RCP 83.0 49.9 None 1.41 136.3 63.7 Upstream 199.8 79.8 Upstream 228.8 86.8 Upstream PIPE11795 A3 ZPIP13802 2.5 0 1 CIRCULAR 0.007 RCP 83.0 50.4 Upstream 1.43 136.1 63.5 Both Upstream and Downstream 200.6 79.5 Both Upstream and Downstream 228.5 86.4 Both Upstream and Downstream PIPE11689 A3 ZPIP16844 2.25 0 1 CIRCULAR 0.006 RCP 14.1 26.7 None 1.13 30.4 35.9 None 51.9 62.6 None 59.7 56.8 Upstream PIPE12016 A3 ZPIP17456 2.5 0 1 CIRCULAR 0.004 RCP 28.0 33.3 None 1.29 38.2 57.2 None 40.3 61.6 Upstream 42.2 62.4 Upstream PIPE12123 A3 ZPIP15943 1.5 0 1 CIRCULAR 0.016 RCP 0.0 0.7 None 0.05 0.1 0.3 None 0.5 28.1 None 0.6 31.6 None CHAN10282 A3 0 0 1 IRREGULAR 0.009 Concrete 4.2 4.8 None 0.03 7.2 8.7 None 11.7 12.9 None 13.9 408.5 None PIPE11780 A3 ZPIP13222 1.5 0 1 CIRCULAR 0.051 RCP 31.7 31.2 None 1.32 50.8 44.6 Upstream 74.8 52.5 Upstream 84.7 56.1 Upstream PIPE12186 A3 PIP10617 3.5 0 1 CIRCULAR 0.002 RCP 47.7 40.9 None 0.83 111.4 82.0 None 158.6 110.1 None 172.8 117.0 None PIPE12162 A3 ZPIP17911 1.5 0 1 CIRCULAR 0.023 RCP 39.2 19.0 None 1.19 67.3 26.7 None 103.4 34.2 None 120.9 37.5 Upstream PIPE12195 A3 PIP10789 4 0 1 CIRCULAR 0.003 RCP 77.4 73.2 None 0.89 152.7 125.2 None 230.6 172.5 None 262.0 192.9 None PIPE12182 A3 ZPIP11353 4 0 1 CIRCULAR 0.003 RCP 77.4 73.2 None 0.89 152.8 125.2 None 230.7 172.5 None 262.3 192.9 None PIPE11653 A3 ZPIP16772 1.083 0 1 CIRCULAR 0.004 CMP 2.6 1.9 Both Upstream and Downstream 1.18 4.4 2.6 Both Upstream and Downstream 6.5 3.3 Both Upstream and Downstream 7.4 3.6 Both Upstream and Downstream PIPE12287 A3 ZPIP15295 1.5 0 1 CIRCULAR 0.002 RCP 0.0 0.1 None 0.02 0.3 2.9 Both Upstream and Downstream 8.1 10.6 Both Upstream and Downstream 7.5 11.1 Both Upstream and Downstream PIPE11700 A3 ZPIP13073 1.5 0 1 CIRCULAR 0.010 RCP 7.8 7.8 None 0.74 12.8 13.2 None 19.1 20.7 None 21.7 22.8 None PIPE12264 A3 ZPIP10918 2.5 0 1 CIRCULAR 0.005 RCP 65.1 43.4 None 1.49 99.3 50.3 Both Upstream and Downstream 218.7 59.0 Both Upstream and Downstream 207.3 63.0 Both Upstream and Downstream PIPE12267 A3 ZPIP17099 2.5 0 1 CIRCULAR 0.004 RCP 56.9 37.7 Both Upstream and Downstream 1.46 95.1 44.6 Both Upstream and Downstream 197.1 52.3 Both Upstream and Downstream 180.8 55.9 Both Upstream and Downstream PIPE11688 A3 ZPIP16843 6.5 0 1 CIRCULAR 0.006 CIPCP 514.3 484.3 None 1.43 854.7 500.1 None 1228.9 671.7 None 1388.7 715.9 None PIPE11926 A3 ZPIP11343 2.5 0 1 CIRCULAR 0.013 RCP 38.7 38.6 None 0.84 70.5 61.8 Both Upstream and Downstream 109.0 86.0 Both Upstream and Downstream 124.9 96.7 Both Upstream and Downstream PIPE12316 A3 ZPIP11344 2.5 0 1 CIRCULAR 0.013 RCP 40.4 40.5 None 0.87 67.9 63.3 Upstream 115.5 86.3 Both Upstream and Downstream 136.0 96.8 Both Upstream and Downstream PIPE12059 A3 ZPIP17500 3.5 0 1 CIRCULAR 0.006 RCP 77.8 81.3 None 1.06 128.0 117.9 Both Upstream and Downstream 189.7 146.9 Both Upstream and Downstream 213.2 158.1 Both Upstream and Downstream PIPE11783 A3 ZPIP10626 3.5 0 1 CIRCULAR 0.006 RCP 77.4 79.7 None 1.04 126.4 115.1 Both Upstream and Downstream 185.2 145.0 Both Upstream and Downstream 207.0 155.7 Both Upstream and Downstream PIPE11806 A3 ZPIP10821 2.5 0 1 CIRCULAR 0.038 CMP 27.5 27.4 None 0.63 48.5 49.9 None 77.3 76.3 None 89.3 87.6 None PIPE11917 A3 ZPIP11338 1.5 0 1 CIRCULAR 0.008 PVC 5.4 5.4 None 0.59 9.8 9.8 None 15.0 16.2 None 17.2 18.4 None PIPE12215 A3 ZPIP11046 1.5 0 1 CIRCULAR 0.027 RCP 10.3 10.7 None 0.62 19.8 20.6 None 32.5 31.2 Both Upstream and Downstream 36.9 34.6 Both Upstream and Downstream PIPE12269 A3 ZPIP17101 2.5 0 1 CIRCULAR 0.006 RCP 63.5 42.2 Upstream 1.37 99.7 49.2 Both Upstream and Downstream 212.9 57.6 Both Upstream and Downstream 201.6 61.6 Both Upstream and Downstream PIPE12148 A3 ZPIP17847 4 0 1 CIRCULAR 0.000 HDPE 12.1 20.8 None 0.76 17.5 33.3 None 35.9 47.8 None 46.2 53.9 None PIPE11687 A3 ZPIP13032 6.5 0 1 CIRCULAR 0.005 CIPCP 504.5 354.9 None 1.06 835.8 466.5 None 1202.7 585.1 None 1353.8 645.4 None PIPE12222 A3 ZPIP11342 2.25 0 1 CIRCULAR 0.004 RCP 10.3 10.3 None 0.51 22.6 22.4 None 36.7 36.3 None 42.7 38.8 None PIPE12288 A3 ZPIP11572 2 3.167 1 HORIZ_ELLIPSE 0.004 RCP 22.6 22.7 None 0.86 40.3 33.9 Both Upstream and Downstream 86.9 44.4 Both Upstream and Downstream 72.7 50.6 Both Upstream and Downstream PIPE12301 A3 ZPIP10919 2.5 0 1 CIRCULAR 0.007 RCP 66.1 44.5 None 1.34 98.9 51.3 Both Upstream and Downstream 222.9 60.1 Both Upstream and Downstream 211.7 64.2 Both Upstream and Downstream PIPE12268 A3 ZPIP17100 2.5 0 1 CIRCULAR 0.005 RCP 59.5 40.1 Both Upstream and Downstream 1.33 96.0 46.0 Both Upstream and Downstream 201.5 54.1 Both Upstream and Downstream 188.9 57.8 Both Upstream and Downstream CULV10176 A3 CUL063 3 0 2 CIRCULAR 0.038 RCP 528.4 194.0 None 0.74 881.2 262.5 None 1174.1 485.5 Both Upstream and Downstream 1357.4 500.1 Both Upstream and Downstream PIPE11753 A3 ZPIP13188 1.5 0 1 CIRCULAR 0.026 RCP 12.8 12.9 None 0.76 20.6 20.6 None 30.3 29.2 None 34.2 31.7 None PIPE12198 A3 6.5 0 1 CIRCULAR 0.005 CIPCP 506.5 351.4 None 1.05 836.5 466.3 None 1204.4 594.6 None 1357.1 623.1 None PIPE11712 A3 ZPIP13091 6 0 1 CIRCULAR 0.006 CIPCP 492.7 318.8 None 1.12 809.0 435.4 None 1186.6 529.7 None 1342.9 526.7 None

APPENDIX E
EXISTING CONDUITS: SUMMARY TABLE
City of San Marcos Drainage Master Plan 31 of 86 April 2019 Facility ID SubWatershed Original
FacilityID
D' or H'
(diameter) or
(height)
B' (width) Barrels Shape Slope
(ft/ft) Material Q2
(cfs)
Qcon
(2-year)
(cfs)
Surcharging
(2-year) Qcon vs Qcap Q10 (cfs)
Qcon
(10-year)
(cfs)
Surcharging
(10-year) Q50
(cfs)
Qcon
(50-year)
(cfs)
Surcharging
(50-year)
Q100
(cfs)
Qcon
(100-
year)
(cfs)
Surcharging
(100-year)
Conveyance Info
Existing Condition Storm Conveyance Results Summary Table Dimensions 2-year 10-year 50-year 100-year
PIPE11667 A3 ZPIP10366 1.5 0 1 CIRCULAR 0.027 RCP 6.0 6.0 None 0.35 9.5 9.5 None 13.9 16.1 None 15.6 21.5 None PIPE11717 A3 ZPIP10443 2.25 0 1 CIRCULAR 0.011 RCP 16.5 16.5 None 0.52 27.4 26.1 None 41.1 40.0 None 46.9 40.2 None CULV10137 A3 ZCUL12204 4 8 1 RECT_CLOSED 0.002 RCP 110.6 120.6 None 0.57 168.8 191.2 None 241.4 248.0 None 253.0 267.7 None PIPE12018 A3 ZPIP11635 3.5 0 1 CIRCULAR 0.004 RCP 44.5 44.4 None 0.66 73.2 91.9 None 111.3 82.4 Both Upstream and Downstream 126.7 84.1 Both Upstream and Downstream PIPE11840 A3 ZPIP17070 1.5 0 1 CIRCULAR 0.010 RCP 4.5 4.6 None 0.45 7.3 7.5 None 11.2 11.2 None 12.8 12.8 None PIPE12022 A3 ZPIP15406 3 0 1 CIRCULAR 0.012 RCP 38.5 38.6 None 0.53 63.7 77.0 None 97.3 91.0 Both Upstream and Downstream 110.9 91.2 Both Upstream and Downstream PIPE12251 A3 ZPIP15290 1.5 0 1 CIRCULAR 0.005 RCP 2.1 6.5 None 0.87 3.4 3.4 Both Upstream and Downstream 6.6 4.7 Both Upstream and Downstream 5.5 9.2 Both Upstream and Downstream CHAN10221 A3 CH10142C 0 0 1 IRREGULAR 0.005 Earthen 199.0 225.6 None 0.72 314.6 362.0 Upstream 326.2 417.8 Upstream 268.2 388.0 Upstream DTCH10276 A3 DD055A 0 0 1 IRREGULAR 0.001 CONCRETE 522.0 178.6 None 0.45 921.3 262.3 None 1171.5 485.5 Both Upstream and Downstream 1353.8 500.1 Both Upstream and Downstream PIPE12017 A3 ZPIP11634 3.5 0 1 CIRCULAR 0.004 RCP 48.0 47.4 None 0.74 79.4 80.9 Downstream 120.4 82.0 Both Upstream and Downstream 136.8 78.8 Both Upstream and Downstream PIPE12064 A3 ZPIP15559 1.5 0 1 CIRCULAR 0.002 RCP 0.7 3.6 None 0.7 1.1 5.8 None 1.7 5.7 None 1.6 6.3 Downstream PIPE12124 A3 ZPIP11929 3.5 0 3 CIRCULAR 0.003 RCP 81.4 91.2 None 0.56 127.3 141.7 None 169.9 176.2 None 187.8 200.3 None PIPE11682 A3 ZPIP10379 6 0 1 CIRCULAR 0.015 CIPCP 499.0 325.6 None 0.72 820.0 444.9 None 1199.0 543.5 None 1362.6 549.8 None PIPE11804 A3 ZPIP10820 2.5 0 1 CIRCULAR 0.058 CMP 26.5 26.7 None 0.5 41.7 42.1 None 63.3 58.8 None 75.2 65.0 None PIPE11836 A3 ZPIP13972 2 0 1 CIRCULAR 0.005 RCP 7.2 7.2 None 0.44 11.3 11.4 None 16.5 17.3 None 18.6 19.9 None CHAN10285 A3 CH050A 0 0 1 IRREGULAR 0.002 Concrete 93.7 112.5 None 0.62 146.9 172.3 None 204.8 206.4 None 228.7 221.7 None PIPE11588 A3 ZPIP12751 1.5 0 1 CIRCULAR 0.033 RCP 8.6 8.6 None 0.45 13.7 13.7 None 20.2 20.1 None 22.8 23.1 None PIPE11661 A3 ZPIP12992 1.75 0 1 CIRCULAR 0.096 RCP 27.2 27.3 None 0.56 47.7 47.7 None 72.1 58.0 Upstream 82.3 59.7 Upstream PIPE12285 A3 ZPIP15293 1.5 0 1 CIRCULAR 0.004 RCP 0.0 0.0 None 0 0.7 2.9 Both Upstream and Downstream 25.6 4.0 Both Upstream and Downstream 7.5 8.4 Both Upstream and Downstream PIPE11534 A3 ZPIP12709 4.5 0 1 CIRCULAR 0.015 RCP 99.7 100.1 None 0.42 172.8 173.1 None 254.5 255.5 None 281.5 290.4 None PIPE11681 A3 ZPIP10378 6 0 1 CIRCULAR 0.015 CIPCP 496.1 322.7 None 0.72 814.9 440.6 None 1193.3 526.5 None 1354.6 537.9 None PIPE11720 A3 ZPIP10446 1.5 0 1 CIRCULAR 0.019 RCP 6.8 6.8 None 0.47 11.1 12.0 None 16.6 18.4 None 18.8 17.4 None CULV10146 A3 CUL051A 4 0 1 CIRCULAR 0.010 RCP 99.9 89.7 None 0.63 166.3 131.4 Upstream 214.6 160.8 Upstream 232.2 172.0 Upstream PIPE12197 A3 PIP10825 2 0 1 CIRCULAR 0.025 PVC 32.4 30.5 None 0.85 60.0 39.4 None 91.5 42.5 None 103.3 43.1 None PIPE11828 A3 ZPIP10855 2.5 0 1 CIRCULAR 0.056 RCP 34.4 34.4 None 0.35 70.7 71.6 None 109.1 107.5 None 127.0 114.5 Upstream PIPE12051 A3 ZPIP17471 2 0 1 CIRCULAR 0.011 RCP 9.9 9.9 None 0.43 17.0 16.2 None 25.5 23.1 None 29.1 27.4 None PIPE12199 A3 ZPIP18000 1.5 0 1 CIRCULAR 0.024 RCP 5.7 5.3 None 0.33 9.3 9.2 None 11.0 17.4 None 11.9 19.1 None PIPE12294 A3 ZPIP15301 2 3.167 2 HORIZ_ELLIPSE 0.004 RCP 34.7 35.1 None 0.67 63.7 50.4 Both Upstream and Downstream 115.5 53.9 Both Upstream and Downstream 107.6 61.3 Both Upstream and Downstream PIPE11908 A3 ZPIP11288 4 0 1 CIRCULAR 0.005 HDPE 65.7 65.5 None 0.64 104.2 105.2 None 153.0 117.6 None 173.3 119.4 None PIPE11613 A3 ZPIP10259 7 0 1 CIRCULAR 0.013 CIPCP 314.0 314.6 None 0.49 530.0 518.4 None 784.0 702.8 Upstream 866.9 742.8 Both Upstream and Downstream PIPE11636 A3 ZPIP10269 2 0 1 CIRCULAR 0.095 RCP 28.2 28.1 None 0.4 46.3 45.1 None 69.5 70.7 Both Upstream and Downstream 79.0 80.5 Both Upstream and Downstream PIPE11650 A3 ZPIP16769 1.5 0 1 CIRCULAR 0.096 RCP 10.2 10.2 None 0.31 17.1 17.1 None 25.4 30.3 None 28.8 37.7 None CHAN10218 A3 CH10142B 0 0 1 IRREGULAR 0.005 Earthen 236.3 243.9 Downstream 1.08 417.2 249.5 Downstream 596.3 249.0 Downstream 646.6 262.3 Downstream PIPE11698 A3 ZPIP10404 3 0 1 CIRCULAR 0.013 RCP 29.5 29.8 None 0.39 50.4 50.2 None 76.0 75.4 None 86.9 88.2 None PIPE11764 A3 ZPIP10468 3 0 1 CIRCULAR 0.036 RCP 54.4 54.7 None 0.43 91.1 91.1 None 139.1 135.7 None 158.0 145.4 None PIPE12021 A3 ZPIP15405 3 0 1 CIRCULAR 0.011 RCP 38.7 38.8 None 0.56 64.1 73.9 None 98.0 79.6 Both Upstream and Downstream 111.8 79.4 Both Upstream and Downstream PIPE11872 A3 ZPIP14488 2 0 2 CIRCULAR 0.058 RCP 43.8 44.2 Both Upstream and Downstream 0.41 86.0 75.3 Both Upstream and Downstream 110.5 108.1 Both Upstream and Downstream 126.5 124.1 Both Upstream and Downstream PIPE11934 A3 ZPIP14877 2.5 0 1 CIRCULAR 0.020 RCP 30.4 28.3 None 0.49 53.1 44.7 None 83.0 64.5 Downstream 91.2 66.1 Downstream PIPE11924 A3 ZPIP14863 2.25 0 1 CIRCULAR 0.010 RCP 8.7 8.7 None 0.28 20.1 20.1 None 33.0 32.1 None 38.4 35.3 Upstream CULV10167 A3 ZCUL13915 4 8 1 RECT_CLOSED 0.003 RCP 112.3 122.8 None 0.5 170.4 196.4 None 248.3 256.4 None 261.4 277.7 None PIPE12280 A3 ZPIP15285 2 0 1 CIRCULAR 0.009 PVC 7.7 9.1 None 0.41 8.2 14.5 None 24.1 21.2 None 25.7 25.0 None PIPE11711 A3 ZPIP10415 2.5 0 1 CIRCULAR 0.038 RCP 38.8 39.0 None 0.49 66.2 69.2 None 99.3 87.5 None 112.8 89.1 Upstream PIPE12007 A3 ZPIP15333 2 0 1 CIRCULAR 0.008 RCP 8.1 8.3 None 0.41 13.4 13.5 None 20.0 19.8 None 22.7 22.9 None PIPE12247 A3 3 0 1 CIRCULAR 0.011 RCP 46.5 39.1 Both Upstream and Downstream 0.56 74.9 53.5 Both Upstream and Downstream 110.1 70.3 Both Upstream and Downstream 127.1 78.0 Both Upstream and Downstream PIPE12154 A3 ZPIP16527 3.75 2.417 1 VERT_ELLIPSE 0.005 RCP 19.8 19.2 None 0.39 32.1 32.2 None 48.4 50.0 None 57.6 54.3 Upstream PIPE12231 A3 ZPIP10469 1.5 0 1 CIRCULAR 0.137 RCP 0.0 0.0 None 0 0.0 0.0 None 0.0 31.3 None 0.0 43.3 None PIPE11984 A3 ZPIP11550 3 0 1 CIRCULAR 0.006 RCP 19.0 19.0 None 0.37 33.0 32.7 None 49.5 49.0 None 56.3 57.3 None PIPE11713 A3 ZPIP13093 4 0 1 CIRCULAR 0.003 CIPCP 17.6 14.9 None 0.22 23.7 24.4 None 37.1 65.3 None 42.6 72.1 None PIPE11914 A3 ZPIP14827 7 10 1 RECT_CLOSED 0.002 RCP 551.1 208.0 None 0.41 827.2 334.6 None 1264.2 536.7 None 1392.1 559.2 Downstream PIPE11986 A3 ZPIP15286 2 0 1 CIRCULAR 0.007 PVC 6.9 7.7 None 0.41 6.7 12.4 None 20.0 18.2 None 21.8 20.4 None PIPE12065 A3 ZPIP17502 1.5 0 1 CIRCULAR 0.002 RCP 1.9 3.1 None 0.66 4.0 5.5 None 6.7 5.8 Downstream 5.8 5.1 Both Upstream and Downstream PIPE11846 A3 ZPIP14135 2 3.167 1 HORIZ_ELLIPSE 0.003 RCP 6.6 22.7 None 0.92 13.4 30.5 None 17.3 27.3 Both Upstream and Downstream 19.1 26.8 Both Upstream and Downstream PIPE11581 A3 ZPIP12745 2 0 1 CIRCULAR 0.024 RCP 15.0 15.1 None 0.43 24.3 24.1 None 35.9 35.7 None 40.8 37.8 None PIPE11936 A3 ZPIP14879 2.5 0 1 CIRCULAR 0.023 RCP 30.4 28.2 None 0.46 52.6 44.6 None 81.2 64.0 None 88.9 66.0 None PIPE11985 A3 ZPIP15250 2 0 1 CIRCULAR 0.026 RCP 13.0 13.1 None 0.36 23.3 23.2 None 35.3 34.3 None 40.3 39.2 None PIPE11994 A3 ZPIP17422 3 0 1 CIRCULAR 0.010 RCP 28.2 27.0 None 0.4 47.9 47.6 None 73.2 64.4 None 83.9 72.2 None PIPE12035 A3 ZPIP15435 1.5 0 1 CIRCULAR 0.086 RCP 11.7 11.7 None 0.38 19.4 19.4 None 28.9 28.8 None 32.8 32.6 None PIPE12175 A3 ZPIP20004 1.5 0 1 CIRCULAR 0.018 RCP 0.0 4.7 Both Upstream and Downstream 0.33 0.0 8.3 Both Upstream and Downstream 0.0 12.9 Both Upstream and Downstream 0.0 15.1 Both Upstream and Downstream PIPE11644 A3 ZPIP10275 2.5 0 1 CIRCULAR 0.027 RCP 20.2 19.7 None 0.29 31.5 36.0 None 49.9 68.1 None 68.3 71.2 None PIPE11648 A3 ZPIP12830 7 0 1 CIRCULAR 0.017 CIPCP 319.1 309.5 Downstream 0.43 538.4 539.0 Downstream 797.2 720.8 Downstream 879.6 749.1 Downstream PIPE11686 A3 ZPIP13028 1.5 0 1 CIRCULAR 0.032 RCP 5.2 5.2 None 0.28 8.5 8.4 None 12.5 12.8 None 14.1 19.6 None PIPE11640 A3 ZPIP16766 7 0 1 CIRCULAR 0.017 CIPCP 316.1 314.2 None 0.44 533.4 546.0 None 790.3 740.0 None 873.7 745.9 Upstream PIPE11977 A3 ZPIP15245 2 0 1 CIRCULAR 0.019 RCP 10.5 10.6 None 0.33 19.0 19.0 None 28.9 28.0 None 33.1 32.7 None PIPE11643 A3 ZPIP10274 4.5 0 1 CIRCULAR 0.012 CIPCP 363.5 182.7 None 0.97 607.5 195.5 None 901.5 195.0 None 1001.8 194.5 None PIPE12052 A3 ZPIP11673 2 0 1 CIRCULAR 0.018 RCP 9.9 9.9 None 0.33 17.0 16.2 None 25.6 27.5 None 29.1 30.9 None PIPE11757 A3 ZPIP13189 1.75 0 1 CIRCULAR 0.061 RCP 12.5 12.6 None 0.32 22.4 22.4 None 34.0 36.3 None 38.9 39.8 None PIPE11603 A3 ZPIP12787 4 0 1 CIRCULAR 0.036 RCP 87.6 87.6 None 0.32 148.2 148.4 None 219.2 220.5 None 249.7 276.2 None PIPE11624 A3 ZPIP12807 3 0 1 CIRCULAR 0.022 RCP 32.3 32.4 None 0.33 57.7 57.8 None 87.9 87.6 None 100.6 99.8 None PIPE11634 A3 ZPIP16763 2.5 0 1 CIRCULAR 0.029 RCP 27.4 27.5 None 0.4 43.1 43.1 None 62.7 62.4 None 70.6 70.3 None PIPE11714 A3 ZPIP13141 3 0 1 CIRCULAR 0.008 RCP 24.5 24.1 None 0.41 40.4 38.9 None 60.5 62.0 None 67.3 58.8 None PIPE12046 A3 ZPIP15481 2.5 0 1 CIRCULAR 0.008 RCP 17.1 14.7 None 0.41 29.4 23.2 None 44.1 35.1 None 50.4 35.5 Downstream PIPE11707 A3 ZPIP10411 1.5 0 1 CIRCULAR 0.009 RCP 0.0 2.4 None 0.24 0.0 0.6 None 1.3 9.9 None 1.8 9.8 None PIPE11721 A3 ZPIP13145 1.5 0 1 CIRCULAR 0.021 RCP 5.7 5.7 None 0.38 9.3 9.7 None 14.0 15.6 None 15.9 15.0 None PIPE11768 A3 ZPIP13198 4 0 1 CIRCULAR 0.014 RCP 59.0 59.2 None 0.35 98.4 97.8 None 149.7 151.6 None 170.0 169.5 None DTCH10271 A3 DD055B 0 0 1 IRREGULAR 0.006 CONCRETE 438.4 158.5 None 0.3 735.8 267.4 None 1159.7 503.0 None 1345.7 517.5 None PIPE11517 A3 ZPIP12698 5 0 1 CIRCULAR 0.033 CIPCP 139.3 139.9 None 0.34 242.8 243.5 None 358.2 358.7 None 403.7 402.4 None

APPENDIX E
EXISTING CONDUITS: SUMMARY TABLE
City of San Marcos Drainage Master Plan 32 of 86 April 2019 Facility ID SubWatershed Original
FacilityID
D' or H'
(diameter) or
(height)
B' (width) Barrels Shape Slope
(ft/ft) Material Q2
(cfs)
Qcon
(2-year)
(cfs)
Surcharging
(2-year) Qcon vs Qcap Q10 (cfs)
Qcon
(10-year)
(cfs)
Surcharging
(10-year) Q50
(cfs)
Qcon
(50-year)
(cfs)
Surcharging
(50-year)
Q100
(cfs)
Qcon
(100-
year)
(cfs)
Surcharging
(100-year)
Conveyance Info
Existing Condition Storm Conveyance Results Summary Table Dimensions 2-year 10-year 50-year 100-year
PIPE11987 A3 ZPIP17409 1.5 0 1 CIRCULAR 0.008 PVC 3.3 3.3 None 0.36 4.1 5.4 None 8.4 8.1 None 9.5 9.2 None PIPE12125 A3 ZPIP15995 4 0 3 CIRCULAR 0.005 RCP 102.8 134.6 None 0.44 185.9 208.6 None 285.1 262.1 None 329.3 302.1 None PIPE12248 A3 6.5 0 1 CIRCULAR 0.016 CIPCP 502.6 331.7 None 0.58 825.8 462.2 None 1211.3 548.9 None 1371.3 557.8 None PIPE11628 A3 ZPIP10266 5 0 1 CIRCULAR 0.032 CIPCP 140.8 141.4 None 0.35 245.3 246.1 None 362.7 365.4 None 405.7 388.1 None PIPE11695 A3 ZPIP13072 3 0 1 CIRCULAR 0.018 RCP 29.6 29.8 None 0.33 50.5 50.2 None 76.3 75.5 None 87.4 87.2 None PIPE12194 A3 PIP10788 4 0 1 CIRCULAR 0.016 RCP 70.6 66.7 None 0.36 141.3 113.6 None 214.0 158.6 None 243.4 176.3 None PIPE12243 A3 ZPIP13176 3 0 1 CIRCULAR 0.052 RCP 52.5 52.8 None 0.35 88.0 88.0 None 134.5 136.2 None 152.8 145.3 None PIPE11747 A3 ZPIP13182 1.75 0 1 CIRCULAR 0.016 RCP 5.0 5.1 None 0.25 9.8 9.8 None 15.2 15.2 None 17.5 18.8 None PIPE12293 A3 ZPIP15300 2 3.167 2 HORIZ_ELLIPSE 0.004 RCP 34.8 34.1 None 0.65 64.0 52.4 Both Upstream and Downstream 116.6 46.3 Both Upstream and Downstream 107.9 49.9 Both Upstream and Downstream PIPE11538 A3 ZPIP12713 1.5 0 1 CIRCULAR 0.018 RCP 5.1 5.1 None 0.36 8.1 8.1 None 11.9 11.9 None 13.4 13.4 None PIPE11669 A3 ZPIP12997 1.75 0 1 CIRCULAR 0.092 RCP 15.4 15.5 None 0.32 28.7 28.7 None 44.0 42.9 Downstream 50.4 45.5 Downstream PIPE11716 A3 ZPIP13144 1.5 0 1 CIRCULAR 0.010 RCP 1.1 1.1 None 0.1 1.7 2.6 None 2.6 14.7 None 2.9 9.8 None PIPE11990 A3 ZPIP11590 2 0 1 CIRCULAR 0.021 RCP 8.6 8.7 None 0.27 16.0 16.0 None 24.4 27.4 None 27.9 30.6 None PIPE11750 A3 ZPIP13185 1.5 0 1 CIRCULAR 0.070 RCP 10.4 10.4 None 0.38 16.8 16.8 None 24.8 24.0 None 28.1 25.9 None PIPE11841 A3 ZPIP17071 6.5 0 1 CIRCULAR 0.003 RCP 108.7 118.4 None 0.43 167.8 185.5 None 240.2 237.9 None 251.8 255.6 None PIPE11842 A3 ZPIP17072 6.5 0 1 CIRCULAR 0.003 RCP 109.3 117.4 None 0.43 175.4 183.7 None 266.5 236.7 None 278.3 253.6 None PIPE11843 A3 ZPIP17073 6.5 0 1 CIRCULAR 0.003 RCP 110.4 117.2 None 0.42 179.9 183.9 None 281.8 241.3 None 305.4 261.4 None PIPE11941 A3 ZPIP11352 6 0 2 CIRCULAR 0.004 RCP 186.5 229.3 None 0.41 317.1 354.4 None 461.0 451.5 None 523.1 519.2 None PIPE12178 A3 ZPIP20007 3.5 0 1 CIRCULAR 0.015 HDPE 62.8 62.9 None 0.52 99.6 109.3 None 146.0 110.9 Both Upstream and Downstream 165.1 113.2 Both Upstream and Downstream PIPE11631 A3 ZPIP16760 2.75 0 1 CIRCULAR 0.034 RCP 31.6 31.7 None 0.32 49.6 49.7 None 72.3 84.8 None 81.5 90.6 Downstream PIPE11885 A3 ZPIP14599 2 0 1 CIRCULAR 0.016 RCP 9.9 9.9 None 0.35 15.8 15.8 None 23.4 23.2 None 26.5 26.1 None PIPE11975 A3 ZPIP15243 1.5 0 1 CIRCULAR 0.013 RCP 3.8 3.8 None 0.32 6.5 6.5 None 9.8 9.8 None 11.1 11.1 None PIPE12135 A3 ZPIP11973 2.5 0 1 CIRCULAR 0.116 RCP 58.0 58.0 None 0.41 93.5 174.9 None 676.6 149.6 Both Upstream and Downstream 688.7 129.3 Both Upstream and Downstream CULV10169 A3 CUL033B 4 6 1 RECT_CLOSED 0.003 RCP 80.2 55.1 Both Upstream and Downstream 0.32 127.0 67.1 Both Upstream and Downstream 384.3 139.7 Both Upstream and Downstream 371.8 160.7 Both Upstream and Downstream PIPE12292 A3 ZPIP15299 2 3.167 2 HORIZ_ELLIPSE 0.004 RCP 39.6 36.8 None 0.71 68.6 52.9 Both Upstream and Downstream 132.4 47.6 Both Upstream and Downstream 122.0 47.9 Both Upstream and Downstream PIPE11751 A3 ZPIP13186 1.5 0 1 CIRCULAR 0.084 RCP 10.4 10.4 None 0.34 16.8 16.8 None 24.8 24.8 None 28.1 27.6 None PIPE11770 A3 ZPIP13200 4 0 1 CIRCULAR 0.015 RCP 56.5 56.8 None 0.32 94.4 94.2 None 143.8 145.2 None 163.3 159.6 None PIPE11919 A3 ZPIP14855 2 0 1 CIRCULAR 0.030 RCP 12.0 12.0 None 0.3 21.0 20.9 None 31.7 31.4 None 36.1 35.7 None PIPE11563 A3 ZPIP16736 3.5 0 1 CIRCULAR 0.043 RCP 77.2 74.9 None 0.36 129.7 122.8 None 193.8 169.0 None 220.5 187.6 None PIPE11632 A3 ZPIP16761 6.5 0 1 CIRCULAR 0.013 CIPCP 168.7 169.4 None 0.32 290.0 290.3 None 428.4 461.8 Downstream 472.5 472.0 Both Upstream and Downstream PIPE11988 A3 ZPIP17410 2 0 1 CIRCULAR 0.007 PVC 6.3 6.3 None 0.34 6.1 10.1 None 15.9 15.0 None 17.6 16.9 None PIPE12048 A3 ZPIP15483 1.5 0 1 CIRCULAR 0.015 RCP 7.2 4.9 None 0.39 12.2 6.8 None 18.4 9.4 None 20.9 11.4 None PIPE11728 A3 ZPIP13168 2 0 1 CIRCULAR 0.034 RCP 13.2 13.2 None 0.32 21.6 21.6 None 32.7 33.9 Downstream 37.3 37.4 Downstream PIPE11763 A3 ZPIP13195 1.5 0 1 CIRCULAR 0.008 RCP 3.1 3.1 None 0.33 4.7 5.3 None 6.0 7.3 None 7.0 8.3 None PIPE12032 A3 ZPIP15432 1.5 0 1 CIRCULAR 0.006 RCP 0.1 0.1 None 0.01 0.2 0.2 None 0.3 7.0 None 0.3 7.4 None PIPE12146 A3 ZPIP17845 4 0 1 CIRCULAR 0.001 RCP 18.7 15.8 None 0.32 21.3 24.9 None 33.4 37.9 None 37.6 43.9 None PIPE12158 A3 ZPIP12240 2 0 1 CIRCULAR 0.032 RCP 12.0 12.0 None 0.3 21.0 20.9 None 31.7 31.3 None 36.1 35.7 None PIPE12216 A3 ZPIP15200 6 0 2 CIRCULAR 0.005 RCP 187.2 230.0 None 0.39 318.2 356.3 None 463.0 458.9 None 525.4 520.8 None PIPE11626 A3 ZPIP12810 5.5 0 1 CIRCULAR 0.008 RCP 106.7 104.9 None 0.35 176.5 169.5 None 261.0 237.9 None 292.0 265.1 None PIPE11670 A3 ZPIP12998 1.75 0 1 CIRCULAR 0.028 RCP 7.3 7.3 None 0.28 13.6 13.6 None 20.9 20.9 None 24.0 23.3 None PIPE11672 A3 ZPIP16814 2 0 1 CIRCULAR 0.048 RCP 17.1 17.2 None 0.35 26.9 26.9 None 39.3 38.9 None 44.2 43.8 None PIPE11852 A3 ZPIP11038 2 0 1 CIRCULAR 0.005 RCP 5.0 4.9 None 0.31 8.4 8.0 None 12.5 12.6 None 13.1 13.9 None CHAN10288 A3 CH050B 0 0 1 IRREGULAR 0.003 Concrete 87.8 111.3 None 0.33 144.8 170.8 None 203.1 206.6 None 228.0 294.7 None PIPE11521 A3 ZPIP12702 5 0 1 CIRCULAR 0.039 CIPCP 140.7 141.3 None 0.32 245.6 246.2 None 363.1 369.6 None 404.1 386.8 Downstream PIPE11565 A3 ZPIP10227 3.5 0 1 CIRCULAR 0.043 RCP 75.1 72.8 None 0.35 126.4 119.6 None 189.1 164.3 None 215.1 182.3 None PIPE12047 A3 ZPIP15482 2.5 0 1 CIRCULAR 0.010 RCP 17.0 14.7 None 0.36 29.3 22.6 None 43.8 35.5 None 49.9 35.5 None PIPE12050 A3 ZPIP17470 2 0 1 CIRCULAR 0.017 RCP 9.9 9.9 None 0.34 17.0 16.2 None 25.5 24.3 None 29.1 25.6 None PIPE12145 A3 ZPIP16518 4 0 1 CIRCULAR 0.001 HDPE 31.6 15.3 Upstream 0.31 30.0 25.5 Both Upstream and Downstream 52.0 37.8 Both Upstream and Downstream 50.9 42.8 Both Upstream and Downstream PIPE12315 A3 ZPIP16492 10 10 1 RECT_OPEN 0.004 RCP 520.0 138.0 None 0.25 899.8 252.9 None 1252.4 483.0 Downstream 1369.1 486.2 Downstream PIPE11662 A3 ZPIP12993 1.75 0 1 CIRCULAR 0.086 RCP 15.5 15.5 None 0.33 28.7 28.7 None 44.1 39.8 Both Upstream and Downstream 50.5 40.1 Both Upstream and Downstream PIPE11807 A3 ZPIP13885 3 0 1 CIRCULAR 0.023 RCP 85.2 52.4 None 0.52 139.6 64.5 None 202.8 80.7 None 233.8 87.8 Downstream PIPE11923 A3 ZPIP11341 1.5 0 1 CIRCULAR 0.005 RCP 1.8 1.8 None 0.24 2.8 2.8 None 4.0 6.5 None 4.5 6.4 None PIPE11943 A3 ZPIP14884 3 0 1 CIRCULAR 0.013 RCP 26.7 26.8 None 0.35 41.6 41.7 None 61.7 59.2 None 71.8 65.3 None PIPE12227 A3 ZPIP10264 1.5 0 1 CIRCULAR 0.326 RCP 0.0 0.0 None 0 0.0 0.0 None 0.0 49.0 None 0.0 51.7 Both Upstream and Downstream PIPE12289 A3 ZPIP11573 1.5 0 1 CIRCULAR 0.007 RCP 0.0 0.3 None 0.03 2.0 3.9 Both Upstream and Downstream 16.1 8.7 Both Upstream and Downstream 23.2 7.8 Both Upstream and Downstream PIPE11585 A3 ZPIP10234 3.5 0 1 CIRCULAR 0.043 RCP 73.3 70.9 None 0.34 123.4 116.7 None 184.8 160.2 None 210.2 177.8 None PIPE11590 A3 ZPIP16743 1.5 0 1 CIRCULAR 0.026 RCP 3.2 3.2 None 0.19 5.1 5.1 None 7.4 7.4 None 8.3 14.2 None PIPE11594 A3 ZPIP12781 5.5 0 1 CIRCULAR 0.011 RCP 116.1 115.0 None 0.32 191.5 184.4 None 282.7 307.5 Downstream 317.1 305.4 Both Upstream and Downstream PIPE11735 A3 ZPIP13172 1.5 0 1 CIRCULAR 0.036 RCP 6.2 6.3 None 0.31 10.0 10.0 None 14.8 14.9 None 16.8 16.9 None PIPE12020 A3 ZPIP11637 3 0 1 CIRCULAR 0.026 RCP 33.0 33.1 None 0.31 54.9 54.9 None 84.3 82.5 Downstream 96.3 92.2 Downstream PIPE12029 A3 ZPIP11649 1.5 0 1 CIRCULAR 0.077 RCP 8.9 8.9 None 0.3 14.9 14.8 None 22.1 21.9 None 25.1 24.9 None PIPE12181 A3 ZPIP14888 4 0 1 CIRCULAR 0.012 RCP 44.1 44.7 None 0.28 76.6 77.9 None 118.3 119.2 None 134.7 135.4 None PIPE12192 A3 PIP10682 4 0 1 CIRCULAR 0.007 RCP 25.1 22.8 None 0.19 56.6 49.9 None 86.9 89.6 None 100.2 103.1 None PIPE12219 A3 PIP10784 4 0 1 CIRCULAR 0.009 RCP 30.8 28.8 None 0.21 67.4 59.8 None 101.8 101.2 None 117.2 116.0 None PIPE11715 A3 ZPIP13143 2.25 0 1 CIRCULAR 0.027 RCP 17.5 17.5 None 0.35 29.0 27.9 None 43.6 50.0 None 49.7 42.4 None PIPE11819 A3 ZPIP10843 2 0 1 CIRCULAR 0.040 RCP 10.9 10.9 None 0.24 21.4 21.3 None 33.3 33.2 None 38.3 38.2 None PIPE11991 A3 ZPIP15320 2 0 1 CIRCULAR 0.025 RCP 8.6 8.7 None 0.24 15.9 16.0 None 24.4 24.9 None 28.0 30.1 None PIPE12067 A3 ZPIP17504 1.5 0 1 CIRCULAR 0.002 RCP 3.1 3.0 None 0.61 6.4 4.9 None 10.4 4.3 Both Upstream and Downstream 9.4 4.2 Both Upstream and Downstream PIPE11731 A3 ZPIP10459 1.5 0 1 CIRCULAR 0.024 RCP 0.0 0.0 None 0 0.0 0.1 None 0.0 12.5 Downstream 0.0 13.3 Both Upstream and Downstream PIPE11945 A3 ZPIP14886 3 0 1 CIRCULAR 0.014 RCP 27.2 27.4 None 0.34 42.4 42.5 None 62.8 60.2 None 73.0 66.4 None PIPE12191 A3 PIP10681 4 0 1 CIRCULAR 0.008 RCP 25.1 22.8 None 0.18 56.8 49.9 None 87.1 88.6 None 100.3 103.1 None PIPE12213 A3 ZPIP12169 2.5 0 1 CIRCULAR 0.015 RCP 9.9 13.4 None 0.27 18.1 25.0 None 34.4 37.4 Both Upstream and Downstream 34.6 41.6 Both Upstream and Downstream PIPE11638 A3 ZPIP12818 1.5 0 1 CIRCULAR 0.016 RCP 4.3 4.3 None 0.32 6.6 6.6 None 9.6 9.6 None 10.8 10.8 None PIPE11756 A3 ZPIP10467 1.5 0 1 CIRCULAR 0.009 RCP 0.0 0.0 None 0 0.0 0.0 None 0.0 4.0 None 0.0 8.1 None PIPE11835 A3 ZPIP13971 1.5 0 1 CIRCULAR 0.007 RCP 2.7 2.7 None 0.31 4.3 4.3 None 6.3 6.3 None 7.1 7.1 None PIPE11944 A3 ZPIP14885 3 0 1 CIRCULAR 0.014 RCP 26.8 26.9 None 0.34 41.7 41.8 None 61.9 59.3 None 72.0 65.5 None

APPENDIX E
EXISTING CONDUITS: SUMMARY TABLE
City of San Marcos Drainage Master Plan 34 of 86 April 2019 Facility ID SubWatershed Original
FacilityID
D' or H'
(diameter) or
(height)
B' (width) Barrels Shape Slope
(ft/ft) Material Q2
(cfs)
Qcon
(2-year)
(cfs)
Surcharging
(2-year) Qcon vs Qcap Q10 (cfs)
Qcon
(10-year)
(cfs)
Surcharging
(10-year) Q50
(cfs)
Qcon
(50-year)
(cfs)
Surcharging
(50-year)
Q100
(cfs)
Qcon
(100-
year)
(cfs)
Surcharging
(100-year)
Conveyance Info
Existing Condition Storm Conveyance Results Summary Table Dimensions 2-year 10-year 50-year 100-year
PIPE11532 A3 ZPIP10215 4 0 1 CIRCULAR 0.064 RCP 82.2 82.3 None 0.23 139.8 139.9 None 208.0 209.1 None 237.1 238.4 None PIPE11604 A3 ZPIP12788 4 0 1 CIRCULAR 0.061 RCP 80.5 80.5 None 0.23 136.9 137.0 None 204.4 204.7 None 233.0 233.6 None PIPE11677 A3 ZPIP13002 2 0 1 CIRCULAR 0.045 RCP 12.4 12.4 None 0.26 19.5 19.4 None 28.4 28.2 None 32.1 31.8 None PIPE11758 A3 ZPIP13190 1.5 0 1 CIRCULAR 0.010 RCP 0.0 0.0 None 0 0.0 0.0 None 0.0 0.2 None 0.0 6.9 None PIPE12239 A3 ZPIP14861 5.5 0 2 CIRCULAR 0.004 CIPCP 174.1 114.0 None 0.31 189.9 162.3 None 327.6 218.7 None 331.8 244.1 None CHAN10309 A3 CH062A 6 25 1 TRAPEZOIDAL 0.006 Earthen 0.0 88.4 None 0.09 0.0 353.9 None 0.0 613.3 None 0.0 659.6 None PIPE12318 A3 PIP16815 2 0 1 CIRCULAR 0.005 RCP 3.6 3.6 Both Upstream and Downstream 0.23 6.8 5.5 Both Upstream and Downstream 10.7 9.0 Both Upstream and Downstream 11.5 10.2 Both Upstream and Downstream PIPE11530 A3 ZPIP12708 1.5 0 1 CIRCULAR 0.021 RCP 3.7 3.8 None 0.25 6.0 6.0 None 8.7 8.7 None 9.8 9.9 None PIPE11586 A3 ZPIP10235 2 0 1 CIRCULAR 0.053 RCP 15.2 20.0 None 0.38 24.2 34.1 Downstream 35.5 34.9 Both Upstream and Downstream 40.1 33.9 Both Upstream and Downstream PIPE11684 A3 ZPIP13026 1.5 0 1 CIRCULAR 0.015 RCP 3.2 2.9 None 0.23 5.8 5.3 None 7.0 7.3 None 9.4 8.2 None CULV10153 A3 CUL055B 3.583 2.25 1 ARCH 0.046 CMP 16.8 14.5 None 0.16 37.7 28.2 None 48.3 65.5 None 56.1 57.3 None PIPE12095 A3 ZPIP15866 4 0 1 CIRCULAR 0.005 RCP 32.0 25.6 None 0.25 86.2 42.3 Both Upstream and Downstream 73.0 72.3 Both Upstream and Downstream 88.3 66.9 Both Upstream and Downstream PIPE12260 A3 ZPIP14000 4.5 0 1 CIRCULAR 0.003 RCP 24.4 24.2 None 0.24 38.7 39.3 None 53.6 56.7 None 51.3 65.5 None PIPE11519 A3 ZPIP12700 4.5 0 1 CIRCULAR 0.058 RCP 104.6 105.1 None 0.22 180.8 181.2 None 265.6 266.9 None 295.2 305.4 None PIPE11550 A3 ZPIP10221 3 0 1 CIRCULAR 0.064 RCP 39.8 39.8 None 0.24 64.9 64.9 None 95.3 95.3 None 109.1 109.1 None PIPE11560 A3 ZPIP12727 1.5 0 1 CIRCULAR 0.021 RCP 3.7 3.7 None 0.24 5.9 5.9 None 8.7 8.6 None 9.7 9.7 None PIPE11733 A3 ZPIP13170 2 0 1 CIRCULAR 0.020 RCP 5.0 5.0 None 0.16 10.1 10.1 None 18.0 18.0 None 20.5 20.5 None PIPE11792 A3 ZPIP10786 2 0 2 CIRCULAR 0.018 CMP 8.0 8.0 None 0.24 12.9 13.0 None 15.1 18.3 Downstream 17.2 21.2 Downstream PIPE12273 A3 ZPIP14484 2 0 1 CIRCULAR 0.005 RCP 3.1 3.6 Both Upstream and Downstream 0.23 6.8 4.9 Both Upstream and Downstream 11.0 8.7 Both Upstream and Downstream 11.5 9.9 Both Upstream and Downstream CULV10170 A3 ZCUL16855 6 14 1 RECT_CLOSED 0.003 RCP 446.5 172.9 None 0.2 756.3 281.9 None 1554.3 538.0 None 1577.2 556.9 None PIPE11845 A3 ZPIP10959 2 3.167 1 HORIZ_ELLIPSE 0.004 RCP 5.4 14.3 None 0.56 12.1 20.0 Downstream 18.0 16.4 Both Upstream and Downstream 19.1 15.9 Both Upstream and Downstream PIPE11989 A3 ZPIP11589 2 0 1 CIRCULAR 0.027 RCP 7.0 7.0 None 0.19 13.1 13.1 None 20.0 20.0 None 23.0 23.4 None CULV10178 A3 ZCUL069A 3 8 3 RECT_CLOSED 0.008 RCP 478.5 164.8 None 0.22 689.2 249.1 None 1129.6 468.1 Both Upstream and Downstream 1302.5 478.6 Both Upstream and Downstream CHAN10314 A3 CH062B 6 25 1 TRAPEZOIDAL 0.006 Earthen 0.5 65.3 None 0.06 1.5 311.3 None 2.5 565.8 None 3.0 631.1 None CHAN10317 A3 CH062B 6 25 1 TRAPEZOIDAL 0.006 Earthen 0.5 53.5 None 0.05 1.3 286.9 None 2.3 563.4 None 2.7 630.1 None CHAN10319 A3 CH062B 6 25 1 TRAPEZOIDAL 0.006 Earthen 2.3 49.0 None 0.05 5.0 271.5 None 8.5 566.6 None 10.1 634.9 None CHAN10320 A3 CH062B 6 25 1 TRAPEZOIDAL 0.006 Earthen 1.9 46.5 None 0.05 4.4 261.7 None 11.0 565.2 None 19.7 634.6 None CHAN10321 A3 CH062B 6 25 1 TRAPEZOIDAL 0.006 Earthen 1.8 45.8 None 0.05 5.0 260.9 None 35.3 562.9 None 86.9 634.1 None PIPE11536 A3 ZPIP12711 3 0 1 CIRCULAR 0.079 RCP 37.8 37.9 None 0.2 66.8 67.0 None 101.0 101.3 None 115.2 115.9 None CULV10138 A3 CUL066 3.5 8.5 2 RECT_CLOSED 0.007 RCP 192.7 219.3 None 0.34 333.8 360.2 Both Upstream and Downstream 372.5 421.7 Both Upstream and Downstream 284.3 395.2 Both Upstream and Downstream PIPE11870 A3 ZPIP11138 2.75 0 1 CIRCULAR 0.051 CSP 14.0 14.1 Both Upstream and Downstream 0.22 27.1 25.9 Both Upstream and Downstream 35.4 34.7 Both Upstream and Downstream 40.6 39.9 Both Upstream and Downstream CULV10144 A3 ZCUL14827 7 10 1 RECT_CLOSED 0.005 RCP 412.4 230.5 Both Upstream and Downstream 0.25 794.7 363.4 Both Upstream and Downstream 1284.6 530.7 Both Upstream and Downstream 1421.9 564.6 Both Upstream and Downstream PIPE11888 A3 ZPIP17211 2 0 1 CIRCULAR 0.035 RCP 9.9 9.9 None 0.23 15.8 15.8 None 61.1 23.2 None 148.6 26.1 None PIPE11952 A3 ZPIP11497 3 0 2 CIRCULAR 0.005 RCP 30.6 26.3 None 0.29 49.6 39.8 None 71.7 50.9 None 81.8 55.8 None CULV10149 A3 ZCUL16854 6 14 1 RECT_CLOSED 0.003 RCP 447.1 172.8 None 0.2 757.8 282.0 None 1692.2 531.6 None 1373.8 548.0 None PIPE12088 A3 ZPIP11866 2 0 1 CIRCULAR 0.005 HDPE 3.6 3.6 None 0.23 15.4 5.7 None 15.7 8.4 None 30.3 9.5 None PIPE12099 A3 ZPIP17587 7 10 1 RECT_CLOSED 0.005 RCP 421.0 235.4 Both Upstream and Downstream 0.26 794.4 385.6 Both Upstream and Downstream 1282.1 533.5 Both Upstream and Downstream 1421.2 569.1 Both Upstream and Downstream PIPE12117 A3 ZPIP17588 4 0 1 CIRCULAR 0.001 RCP 19.1 10.8 None 0.22 23.1 17.2 None 28.3 25.4 None 31.7 30.3 None PIPE12211 A3 ZPIP14865 1.5 0 1 CIRCULAR 0.004 RCP 1.5 1.5 None 0.22 2.5 2.5 None 3.7 3.7 None 4.3 4.3 None CHAN10313 A3 CH062B 6 25 1 TRAPEZOIDAL 0.006 Earthen 0.6 69.6 None 0.07 1.6 328.7 None 2.7 569.3 None 3.2 632.3 None CHAN10318 A3 CH062B 6 25 1 TRAPEZOIDAL 0.006 Earthen 0.4 50.6 None 0.05 1.2 279.7 None 2.2 562.7 None 2.6 629.8 None PIPE11612 A3 ZPIP12795 3 0 1 CIRCULAR 0.043 RCP 26.2 26.3 None 0.19 48.0 48.0 None 73.5 73.5 None 84.3 84.4 None PIPE11860 A3 ZPIP11044 1.5 0 1 CIRCULAR 0.007 RCP 1.8 1.8 None 0.21 4.0 2.9 None 8.7 4.2 None 8.0 5.3 None CULV10150 A3 ZCUL066 3.5 8.5 2 RECT_CLOSED 0.007 RCP 191.8 218.5 None 0.34 336.2 359.4 Both Upstream and Downstream 380.9 420.2 Both Upstream and Downstream 291.4 393.7 Both Upstream and Downstream PIPE12094 A3 ZPIP11869 7 10 1 RECT_CLOSED 0.005 RCP 454.8 229.7 None 0.25 789.2 361.4 Both Upstream and Downstream 1271.0 533.2 Both Upstream and Downstream 1410.6 556.9 Both Upstream and Downstream CHAN10305 A3 CH062A 6 25 1 TRAPEZOIDAL 0.008 Earthen 0.0 117.2 Upstream 0.1 0.0 380.3 Upstream 0.0 631.0 Upstream 0.0 705.0 Upstream CHAN10316 A3 CH062B 6 25 1 TRAPEZOIDAL 0.006 Earthen 0.5 56.6 None 0.06 1.3 296.5 None 2.3 564.1 None 2.8 630.4 None PIPE11691 A3 ZPIP16846 1.5 0 1 CIRCULAR 0.019 RCP 1.1 5.1 None 0.35 1.5 4.9 None 1.5 9.5 None 1.6 8.8 Downstream PIPE11729 A3 ZPIP10457 1.5 0 1 CIRCULAR 0.031 RCP 0.0 0.0 None 0 0.0 0.0 None 0.0 9.4 None 0.0 11.0 None PIPE11765 A3 ZPIP10470 4 0 1 CIRCULAR 0.036 RCP 64.5 64.7 None 0.24 107.2 107.6 None 162.6 160.9 None 184.6 164.3 None PIPE11767 A3 ZPIP13197 2 0 1 CIRCULAR 0.020 RCP 5.8 5.8 None 0.18 9.4 9.4 None 13.8 16.6 None 15.6 19.2 None PIPE11963 A3 ZPIP11519 7 10 1 RECT_CLOSED 0.005 RCP 490.7 210.0 None 0.23 820.6 337.7 Downstream 1267.0 529.2 Both Upstream and Downstream 1393.3 550.9 Both Upstream and Downstream PIPE12044 A3 ZPIP11655 2.5 0 1 CIRCULAR 0.012 RCP 10.0 10.0 None 0.22 16.1 16.2 None 23.8 23.9 None 26.9 27.1 None PIPE12093 A3 ZPIP11868 7 10 1 RECT_CLOSED 0.005 RCP 483.9 210.8 None 0.23 820.6 336.1 Both Upstream and Downstream 1267.3 527.4 Both Upstream and Downstream 1393.3 547.1 Both Upstream and Downstream PIPE12098 A3 ZPIP17586 7 10 1 RECT_CLOSED 0.005 RCP 441.8 228.2 Downstream 0.25 789.2 366.1 Both Upstream and Downstream 1271.0 530.8 Both Upstream and Downstream 1410.6 553.8 Both Upstream and Downstream PIPE12253 A3 ZPIP11134 1.5 0 1 CIRCULAR 0.009 RCP 2.2 2.3 Both Upstream and Downstream 0.23 3.8 3.4 Both Upstream and Downstream 5.9 5.3 Both Upstream and Downstream 6.5 6.1 Both Upstream and Downstream PIPE12255 A3 ZPIP14860 2 0 1 CIRCULAR 0.007 PVC 4.2 4.2 None 0.22 6.8 6.8 None 10.1 10.1 None 11.4 11.5 None PIPE11555 A3 ZPIP16733 4 0 1 CIRCULAR 0.075 RCP 94.3 92.0 None 0.23 156.9 149.5 None 233.1 208.1 None 265.1 231.6 None PIPE11665 A3 ZPIP10364 1.5 0 1 CIRCULAR 0.021 RCP 0.0 0.0 None 0 0.0 0.0 None 0.0 0.3 None 0.0 8.9 None PIPE11704 A3 ZPIP13079 1.5 0 1 CIRCULAR 0.085 RCP 5.9 5.9 None 0.19 10.4 10.4 None 15.7 15.7 None 17.9 17.9 None PIPE11958 A3 ZPIP17375 7 10 1 RECT_CLOSED 0.006 RCP 447.8 172.9 None 0.18 761.7 282.0 None 1615.7 529.7 None 1314.4 573.4 None PIPE12277 A3 ZPIP14964 2 0 1 CIRCULAR 0.013 RCP 5.6 5.6 None 0.21 9.1 9.1 None 13.6 13.8 None 15.7 15.6 None PIPE11510 A3 ZPIP12693 3 0 1 CIRCULAR 0.020 RCP 15.6 15.6 None 0.17 30.5 30.5 None 47.2 47.2 None 54.2 54.2 None PIPE11516 A3 ZPIP12697 5 0 1 CIRCULAR 0.057 CIPCP 106.7 107.1 None 0.2 184.0 184.5 None 270.2 271.5 None 300.8 312.2 None PIPE11557 A3 ZPIP10223 4 0 1 CIRCULAR 0.075 RCP 92.7 90.4 None 0.23 154.4 147.1 None 229.4 204.5 None 260.9 227.6 None PIPE11680 A3 ZPIP13025 3 0 1 CIRCULAR 0.009 RCP 10.2 10.2 None 0.16 17.2 18.2 None 25.6 32.8 None 29.0 37.1 None PIPE11866 A3 ZPIP11047 1.5 0 1 CIRCULAR 0.032 RCP 0.0 0.0 None 0 0.0 0.0 None 1.0 10.9 None 2.3 10.9 None PIPE11983 A3 ZPIP11549 3 0 1 CIRCULAR 0.014 RCP 15.6 15.6 None 0.19 27.5 27.5 None 41.6 40.7 None 47.6 46.4 None PIPE12055 A3 ZPIP11688 2.25 0 1 CIRCULAR 0.015 RCP 4.9 4.9 None 0.13 7.9 7.9 None 11.8 12.1 None 13.4 21.8 None PIPE12137 A3 ZCUL16847 6 0 1 CIRCULAR 0.030 RCP 162.1 172.5 Downstream 0.24 271.2 287.9 Both Upstream and Downstream 406.4 394.7 Both Upstream and Downstream 464.6 425.8 Both Upstream and Downstream PIPE12171 A3 PIP19084 3 0 2 CIRCULAR 0.007 RCP 36.2 32.0 None 0.28 59.0 48.8 None 85.8 62.6 None 98.0 65.9 None PIPE12223 A3 ZPIP14862 5.5 0 2 CIRCULAR 0.004 CIPCP 148.7 113.9 None 0.3 181.5 151.9 None 301.4 196.8 None 291.9 217.3 None CHAN10283 A3 CH050A 0 0 1 IRREGULAR 0.014 Concrete 100.6 118.1 None 0.31 157.0 176.3 None 217.9 210.1 None 244.1 222.4 None PIPE11606 A3 ZPIP16756 3 0 1 CIRCULAR 0.084 RCP 40.6 40.6 None 0.21 66.1 66.1 None 96.9 96.9 None 110.9 110.9 None PIPE11723 A3 ZPIP16887 1.5 0 1 CIRCULAR 0.009 RCP 0.0 0.0 None 0 0.0 0.1 None 0.0 6.1 None 0.0 5.6 None PIPE11903 A3 ZPIP14622 3 0 2 CIRCULAR 0.006 RCP 31.8 27.6 None 0.27 51.8 41.8 None 75.1 53.3 None 85.8 58.5 None

APPENDIX E
EXISTING CONDUITS: SUMMARY TABLE
City of San Marcos Drainage Master Plan 37 of 86 April 2019 Facility ID SubWatershed Original
FacilityID
D' or H'
(diameter) or
(height)
B' (width) Barrels Shape Slope
(ft/ft) Material Q2
(cfs)
Qcon
(2-year)
(cfs)
Surcharging
(2-year) Qcon vs Qcap Q10 (cfs)
Qcon
(10-year)
(cfs)
Surcharging
(10-year) Q50
(cfs)
Qcon
(50-year)
(cfs)
Surcharging
(50-year)
Q100
(cfs)
Qcon
(100-
year)
(cfs)
Surcharging
(100-year)
Conveyance Info
Existing Condition Storm Conveyance Results Summary Table Dimensions 2-year 10-year 50-year 100-year
PIPE11778 A3 ZPIP10476 1.5 0 1 CIRCULAR 0.074 RCP 3.5 3.5 None 0.12 5.9 5.9 None 8.9 8.9 None 10.1 10.1 None PIPE11876 A3 ZPIP14493 1.5 0 1 CIRCULAR 0.017 RCP 0.4 0.1 None 0.01 1.2 18.6 Both Upstream and Downstream 10.0 9.3 Both Upstream and Downstream 18.8 4.7 Both Upstream and Downstream CULV10148 A3 ZCUL13955 7 11 1 RECT_CLOSED 0.005 RCP 133.7 138.2 Both Upstream and Downstream 0.13 261.9 226.6 Both Upstream and Downstream 399.2 370.0 Both Upstream and Downstream 300.2 369.8 Both Upstream and Downstream PIPE12042 A3 ZPIP15444 2.5 0 1 CIRCULAR 0.008 RCP 4.9 5.0 None 0.13 7.8 7.9 None 11.4 11.5 None 12.8 13.0 None PIPE12102 A3 ZPIP11872 2 0 1 CIRCULAR 0.005 HDPE 4.8 2.1 None 0.14 15.8 3.3 None 5.9 4.9 None 6.0 5.5 None PIPE12136 A3 ZPIP11974 5.5 0 1 CIRCULAR 0.013 RCP 58.4 58.4 None 0.15 94.4 195.8 None 664.9 150.4 Both Upstream and Downstream 631.8 134.4 Both Upstream and Downstream PIPE12177 A3 ZPIP20006 3.5 0 1 CIRCULAR 0.097 RCP 61.0 61.2 None 0.2 97.3 108.2 None 142.8 108.5 Both Upstream and Downstream 161.5 110.9 Both Upstream and Downstream CULV10162 A3 ZCUL13082 3 5 2 RECT_CLOSED 0.031 RCP 78.6 81.7 None 0.14 127.8 127.6 None 267.5 181.3 None 323.1 198.7 None PIPE11525 A3 ZPIP12703 2 0 1 CIRCULAR 0.035 RCP 5.6 5.6 None 0.13 8.8 8.8 None 12.8 12.8 None 14.4 14.5 None PIPE11556 A3 ZPIP16734 1.5 0 1 CIRCULAR 0.012 RCP 1.6 1.6 None 0.13 2.5 2.5 None 3.6 3.6 None 4.0 4.0 None PIPE11893 A3 ZPIP14610 2 8 1 RECT_CLOSED 0.017 RCP 22.8 23.0 None 0.11 39.8 40.0 None 60.8 60.9 None 69.6 69.8 None PIPE12084 A3 ZPIP15858 2 0 1 CIRCULAR 0.004 HDPE 1.9 1.8 None 0.13 10.8 2.9 None 17.9 4.3 None 26.2 4.8 None CULV10161 A3 ZCUL16808B 2 6 3 RECT_CLOSED 0.009 RCP 61.0 61.2 None 0.19 97.3 100.7 None 142.8 108.5 Both Upstream and Downstream 161.5 110.5 Both Upstream and Downstream PIPE11561 A3 ZPIP12728 2 0 1 CIRCULAR 0.035 RCP 5.4 5.5 None 0.13 8.6 8.6 None 12.5 12.5 None 14.1 14.2 None PIPE11754 A3 ZPIP10465 2.5 0 1 CIRCULAR 0.206 RCP 20.9 20.9 None 0.11 34.1 34.4 None 50.6 52.4 None 57.4 62.2 None PIPE11761 A3 ZPIP13193 1.75 0 1 CIRCULAR 0.023 RCP 2.2 2.2 None 0.09 4.4 4.4 None 6.9 6.9 None 7.9 7.9 None PIPE12023 A3 ZPIP17459 3 0 1 CIRCULAR 0.202 RCP 33.0 33.1 None 0.11 55.0 73.2 None 84.4 99.3 Both Upstream and Downstream 96.3 99.8 Both Upstream and Downstream PIPE12053 A3 ZPIP17484 2.25 0 1 CIRCULAR 0.017 RCP 4.9 4.9 None 0.12 8.0 8.0 None 11.8 11.8 None 13.4 13.4 None PIPE12233 A3 ZPIP16084 5.5 0 1 CIRCULAR 0.013 RCP 0.1 1.7 None 0 0.1 126.4 None 15.8 98.2 Both Upstream and Downstream 37.3 125.5 Both Upstream and Downstream CULV10165 A3 ZCUL16808A 2 6 3 RECT_CLOSED 0.010 RCP 61.6 60.8 None 0.18 96.8 99.5 None 142.2 110.5 Both Upstream and Downstream 160.8 111.0 Both Upstream and Downstream PIPE11766 A3 ZPIP13196 1.5 0 1 CIRCULAR 0.178 RCP 0.0 0.0 None 0 0.0 0.2 None 0.0 10.8 None 0.0 14.4 None PIPE11889 A3 ZPIP17212 2 0 1 CIRCULAR 0.037 RCP 5.0 5.0 None 0.12 8.1 8.1 None 12.1 12.1 None 13.7 13.7 None PIPE12092 A3 ZPIP17584 4 10 1 TRAPEZOIDAL 0.000 CMP 10.0 8.3 None 0.12 17.5 13.1 None 28.3 19.3 None 49.2 21.8 None CHAN10297 A3 CH043B 4 4 1 TRAPEZOIDAL 0.003 Concrete 77.2 60.2 Both Upstream and Downstream 0.12 122.5 76.3 Both Upstream and Downstream 373.3 138.7 Both Upstream and Downstream 360.0 159.2 Both Upstream and Downstream PIPE11616 A3 ZPIP12802 2.75 0 1 CIRCULAR 0.034 RCP 1.8 1.8 None 0.02 2.9 2.9 None 4.2 33.1 None 4.8 30.2 None PIPE11873 A3 ZPIP14489 1.5 0 1 CIRCULAR 0.058 RCP 2.9 2.9 Both Upstream and Downstream 0.11 4.7 4.7 Both Upstream and Downstream 7.1 6.9 Both Upstream and Downstream 8.1 7.9 Both Upstream and Downstream PIPE12132 A3 ZPIP16082 7 11 1 RECT_CLOSED 0.005 RCP 132.0 120.9 None 0.11 205.5 304.8 Downstream 327.8 294.8 Both Upstream and Downstream 395.8 329.2 Both Upstream and Downstream PIPE11739 A3 ZPIP10461 3 0 1 CIRCULAR 0.062 RCP 15.7 15.7 None 0.09 27.3 27.4 None 43.6 42.9 None 49.5 49.7 None PIPE11812 A3 ZPIP13902 1.5 0 1 CIRCULAR 0.010 RCP 1.2 1.2 None 0.11 1.9 1.9 None 2.7 2.7 None 3.1 3.1 None PIPE11820 A3 ZPIP10844 2.5 0 1 CIRCULAR 0.140 RCP 13.5 13.5 None 0.09 25.7 25.7 None 39.8 39.7 None 45.7 45.6 None PIPE11832 A3 ZPIP13930 2.5 0 1 CIRCULAR 0.085 RCP 11.1 11.1 None 0.09 20.5 20.5 None 31.4 31.4 None 36.0 36.0 None CHAN10296 A3 CH060C 0 0 1 IRREGULAR 0.001 Earthen 671.8 437.4 Both Upstream and Downstream 0.15 759.4 596.1 Both Upstream and Downstream 767.1 784.1 Both Upstream and Downstream 1070.9 857.4 Both Upstream and Downstream PIPE12304 A3 PIP19073 5.5 12 3 RECT_CLOSED 0.005 RCP 186.8 180.1 None 0.08 639.2 607.0 None 763.2 669.2 None 803.3 707.1 None PIPE12305 A3 PIP19074 5.5 12 3 RECT_CLOSED 0.005 RCP 188.3 181.2 None 0.08 641.3 609.5 None 769.3 673.1 None 812.2 711.6 None PIPE12085 A3 ZPIP11863 2 0 1 CIRCULAR 0.005 HDPE 1.8 1.8 None 0.11 15.0 2.9 None 17.5 4.2 None 26.0 4.8 None PIPE11501 A3 ZPIP10191 1.5 0 1 CIRCULAR 0.067 RCP 3.0 3.0 None 0.11 4.7 4.7 None 6.8 6.8 None 7.6 7.6 None PIPE11537 A3 ZPIP12712 1.5 0 1 CIRCULAR 0.030 RCP 2.0 2.0 None 0.11 3.1 3.1 None 4.5 4.6 None 5.1 5.2 None PIPE11605 A3 ZPIP16755 2 0 1 CIRCULAR 0.108 RCP 7.7 7.7 None 0.1 12.4 12.4 None 18.4 18.4 None 20.9 20.9 None PIPE11859 A3 ZPIP11043 1.5 0 1 CIRCULAR 0.029 RCP 1.9 1.9 None 0.11 3.0 3.0 None 4.4 4.4 None 5.0 5.0 None PIPE12069 A3 ZPIP17579 2.5 0 1 CIRCULAR 0.006 HDPE 3.4 3.4 None 0.11 5.3 5.3 None 10.9 7.7 None 14.1 8.7 None PIPE12076 A3 ZPIP15840 2.5 0 1 CIRCULAR 0.006 HDPE 3.4 3.4 None 0.11 5.3 5.3 None 10.9 7.8 None 14.1 8.7 None PIPE12086 A3 ZPIP11864 2 0 1 CIRCULAR 0.006 HDPE 1.8 1.8 None 0.11 13.2 2.8 None 17.6 4.2 None 26.2 4.7 None PIPE11509 A3 ZPIP12692 3.5 0 1 CIRCULAR 0.072 CIPCP 18.4 18.4 None 0.08 35.4 35.4 None 54.7 54.7 None 62.8 62.8 None PIPE11554 A3 ZPIP16732 2 0 1 CIRCULAR 0.132 RCP 8.7 8.7 None 0.11 13.6 13.6 None 19.8 19.8 None 22.2 22.3 None PIPE11769 A3 ZPIP13199 1.5 0 1 CIRCULAR 0.092 RCP 0.0 0.0 None 0 0.0 0.0 None 0.0 8.8 None 0.0 8.7 None PIPE11831 A3 ZPIP13929 1.5 0 1 CIRCULAR 0.162 RCP 0.0 0.0 None 0 0.0 7.5 None 0.0 8.7 Both Upstream and Downstream 0.0 11.6 Both Upstream and Downstream PIPE11837 A3 ZPIP13973 1.5 0 1 CIRCULAR 0.067 RCP 2.9 2.9 None 0.11 4.5 4.6 None 6.6 6.6 None 7.4 7.4 None PIPE12037 A3 ZPIP15437 1.5 0 1 CIRCULAR 0.020 RCP 1.2 1.2 None 0.08 2.2 2.2 None 3.5 3.6 None 4.0 4.0 None PIPE12122 A3 ZPIP17607 3 0 1 CIRCULAR 0.022 RCP 0.0 7.1 None 0.07 1.0 1.9 None 5.1 31.6 None 7.3 26.9 None PIPE12188 A3 PIP10623 4 0 1 CIRCULAR 0.071 RCP 25.2 22.9 None 0.06 58.1 50.5 None 87.8 91.3 None 100.6 104.3 None PIPE12218 A3 PIP10826 2 0 2 CIRCULAR 0.380 PVC 40.1 37.8 None 0.14 73.4 55.9 None 111.2 70.4 None 126.0 76.3 None CHAN10299 A3 CH043C 4 4 1 TRAPEZOIDAL 0.003 Concrete 83.9 62.6 Both Upstream and Downstream 0.12 107.9 81.7 Both Upstream and Downstream 338.2 124.8 Both Upstream and Downstream 321.9 139.1 Both Upstream and Downstream PIPE11535 A3 ZPIP12710 3 0 1 CIRCULAR 0.084 RCP 16.5 16.5 None 0.09 29.2 29.2 None 44.1 44.1 None 50.2 50.2 None PIPE11813 A3 ZPIP13903 1.5 0 1 CIRCULAR 0.009 RCP 1.0 1.0 None 0.1 1.6 1.6 None 2.3 2.3 None 2.6 2.6 None PIPE11868 A3 ZPIP14482 1.5 0 1 CIRCULAR 0.012 RCP 1.2 1.2 None 0.1 1.8 1.8 None 2.6 2.7 None 3.0 3.0 None PIPE11553 A3 ZPIP12722 1.5 0 1 CIRCULAR 0.086 RCP 2.9 2.9 None 0.1 4.6 4.6 None 6.7 6.7 None 7.6 7.6 None PIPE11564 A3 ZPIP16737 2.5 0 1 CIRCULAR 0.063 RCP 7.2 7.2 None 0.07 14.3 14.3 None 22.5 22.5 None 26.0 26.2 None PIPE12155 A3 ZPIP12231 1.5 0 1 CIRCULAR 0.079 RCP 2.8 2.8 None 0.1 4.4 4.4 None 6.5 6.5 None 7.3 7.3 None PIPE11577 A3 ZPIP16739 2 0 1 CIRCULAR 0.085 RCP 4.2 4.2 None 0.06 8.8 8.8 None 13.9 13.9 None 16.1 16.1 None PIPE11649 A3 ZPIP12831 5.5 0 1 CIRCULAR 0.008 RCP 25.6 29.5 Downstream 0.1 41.7 47.0 Downstream 63.8 86.8 Downstream 71.3 71.6 Downstream PIPE11877 A3 ZPIP14495 7 11 1 RECT_CLOSED 0.005 RCP 132.0 120.9 Downstream 0.11 186.8 219.4 Both Upstream and Downstream 328.2 295.3 Both Upstream and Downstream 250.8 262.7 Both Upstream and Downstream PIPE12038 A3 ZPIP11651 1.5 0 1 CIRCULAR 0.018 RCP 0.0 0.0 None 0 0.0 0.0 None 0.1 3.3 None 0.1 3.3 None PIPE12091 A3 ZPIP17581 4 10 1 TRAPEZOIDAL 0.000 CMP 13.1 14.8 None 0.09 35.5 24.0 None 43.2 36.2 None 55.6 40.5 None PIPE12311 A3 ZPIP17214 1.5 0 1 CIRCULAR 0.006 RCP 0.6 0.6 None 0.08 1.1 1.1 None 3.4 1.7 None 60.4 1.9 None PIPE12033 A3 ZPIP15433 1.5 0 1 CIRCULAR 0.101 RCP 0.0 0.0 None 0 0.0 0.0 None 0.0 8.5 None 0.0 7.7 None PIPE12070 A3 ZPIP17580 3 0 1 CIRCULAR 0.006 HDPE 4.6 4.6 None 0.09 8.8 7.3 None 11.9 10.6 None 16.7 12.0 None PIPE12082 A3 ZPIP15855 2.333 0 1 CIRCULAR 0.015 HDPE 3.6 3.6 None 0.09 5.7 5.7 None 8.3 8.3 None 9.4 9.4 None PIPE12265 A3 ZPIP10960 3 0 1 CIRCULAR 0.008 RCP 7.1 11.6 Both Upstream and Downstream 0.19 16.3 15.4 Both Upstream and Downstream 43.3 12.1 Both Upstream and Downstream 26.8 13.9 Both Upstream and Downstream PIPE11690 A3 ZPIP19000 1.5 0 1 CIRCULAR 0.048 RCP 0.0 1.3 None 0.06 1.5 1.4 None 1.5 4.5 None 1.6 5.0 None PIPE11851 A3 ZPIP17129 1.5 0 1 CIRCULAR 0.013 RCP 1.0 1.1 None 0.09 1.8 1.7 None 2.4 2.4 Both Upstream and Downstream 2.7 2.7 Both Upstream and Downstream PIPE12263 A3 ZPIP14003 4.5 0 1 CIRCULAR 0.003 RCP 8.0 8.0 None 0.08 12.7 12.9 None 16.1 19.2 None 17.4 23.2 None PIPE12281 A3 ZPIP17411 3.167 5 1 HORIZ_ELLIPSE 0.026 RCP 50.2 50.3 Downstream 0.22 86.7 57.9 Both Upstream and Downstream 166.2 49.0 Both Upstream and Downstream 157.5 50.2 Both Upstream and Downstream PIPE11904 A3 ZPIP14762 1.5 0 1 CIRCULAR 0.081 HDPE 1.3 1.3 None 0.04 3.2 3.2 None 5.3 5.3 None 6.2 6.2 None PIPE12112 A3 ZPIP11875 1.5 0 1 CIRCULAR 0.024 HDPE 6.4 1.3 None 0.08 5.4 2.1 None 3.4 3.1 None 3.8 3.5 None PIPE12212 A3 ZPIP14311 2.5 0 1 CIRCULAR 0.016 RCP 3.3 2.9 None 0.05 8.6 4.6 None 10.9 14.4 Downstream 13.1 10.9 Downstream CHAN10276 A3 0 0 1 IRREGULAR 0.012 Concrete 4.5 5.7 None 0.1 6.8 9.1 None 8.6 12.3 None 9.4 12.7 None

APPENDIX E
EXISTING CONDUITS: SUMMARY TABLE
City of San Marcos Drainage Master Plan 35 of 86 April 2019 Facility ID SubWatershed Original
FacilityID
D' or H'
(diameter) or
(height)
B' (width) Barrels Shape Slope
(ft/ft) Material Q2
(cfs)
Qcon
(2-year)
(cfs)
Surcharging
(2-year) Qcon vs Qcap Q10 (cfs)
Qcon
(10-year)
(cfs)
Surcharging
(10-year) Q50
(cfs)
Qcon
(50-year)
(cfs)
Surcharging
(50-year)
Q100
(cfs)
Qcon
(100-
year)
(cfs)
Surcharging
(100-year)
Conveyance Info
Existing Condition Storm Conveyance Results Summary Table Dimensions 2-year 10-year 50-year 100-year
PIPE11960 A3 ZPIP17377 7 10 1 RECT_CLOSED 0.006 RCP 493.0 207.4 None 0.21 832.2 333.5 None 1264.3 536.2 None 1391.8 559.0 None CULV10172 A3 ZCUL064B 6 14 1 RECT_CLOSED 0.004 RCP 446.1 173.3 None 0.18 755.6 282.1 None 1574.9 537.2 None 1605.6 563.4 None PIPE11533 A3 ZPIP10216 4 0 1 CIRCULAR 0.095 RCP 85.9 85.8 None 0.19 145.3 145.5 None 215.7 217.2 None 245.8 248.6 None PIPE11809 A3 ZPIP17062 3 0 1 CIRCULAR 0.058 RCP 29.0 29.0 None 0.18 51.7 51.7 None 78.3 78.4 None 89.5 89.6 None PIPE11894 A3 ZPIP14612 7 10 1 RECT_CLOSED 0.006 RCP 449.9 175.4 None 0.18 762.4 284.2 None 1335.3 530.6 None 1291.2 549.9 None PIPE11899 A3 ZPIP14616 3 0 2 CIRCULAR 0.007 RCP 36.1 32.0 None 0.28 59.1 48.9 None 85.6 66.1 Downstream 91.5 63.9 Downstream PIPE11900 A3 ZPIP14617 3 0 2 CIRCULAR 0.007 RCP 36.0 32.0 None 0.28 57.4 47.8 Downstream 76.1 66.2 Both Upstream and Downstream 82.2 63.9 Both Upstream and Downstream PIPE11959 A3 ZPIP17376 7 10 1 RECT_CLOSED 0.006 RCP 491.9 204.9 None 0.21 830.7 329.5 None 1263.4 534.9 None 1389.4 557.2 None PIPE11965 A3 ZPIP11521 7 10 1 RECT_CLOSED 0.006 RCP 491.8 204.7 None 0.21 830.6 329.1 None 1264.7 535.1 None 1389.4 557.2 None PIPE11966 A3 ZPIP11522 7 10 1 RECT_CLOSED 0.006 RCP 451.3 176.5 None 0.18 764.1 285.1 None 1297.1 532.1 None 1293.8 548.0 None PIPE11967 A3 ZPIP15192 7 10 1 RECT_CLOSED 0.006 RCP 450.6 175.8 None 0.18 763.2 284.5 None 1292.5 529.6 None 1293.0 549.5 None PIPE11539 A3 ZPIP12714 3 0 1 CIRCULAR 0.090 RCP 40.1 40.1 None 0.2 65.5 65.5 None 96.1 96.1 None 110.0 110.0 None PIPE11591 A3 ZPIP16744 2 0 1 CIRCULAR 0.028 RCP 7.9 8.0 None 0.21 12.6 12.6 None 18.3 18.4 None 20.7 20.7 None PIPE11679 A3 ZPIP13024 3 0 1 CIRCULAR 0.010 RCP 10.1 10.2 None 0.15 17.1 17.3 None 25.7 30.1 None 29.3 36.4 None PIPE11732 A3 ZPIP13169 1.5 0 1 CIRCULAR 0.057 RCP 5.1 5.2 None 0.2 8.2 8.3 None 12.2 12.3 None 13.8 13.9 None PIPE11935 A3 ZPIP14878 2.5 0 1 CIRCULAR 0.069 RCP 27.3 24.8 None 0.23 48.6 39.5 None 74.3 57.6 None 83.0 59.0 None PIPE12108 A3 ZPIP15876 3 0 1 CIRCULAR 0.005 HDPE 14.6 9.4 None 0.21 14.4 15.0 None 25.0 22.2 None 27.7 25.1 None PIPE12240 A3 ZPIP11525 5.5 0 2 CIRCULAR 0.005 RCP 122.4 118.5 None 0.26 191.8 164.4 None 285.4 225.1 None 320.9 250.7 None PIPE12242 A3 ZPIP10225 4 0 1 CIRCULAR 0.075 RCP 88.5 86.2 None 0.22 147.7 140.5 None 219.7 195.0 None 249.9 216.8 None CHAN10224 A3 CH10142D 0 0 1 IRREGULAR 0.014 Earthen 197.4 225.0 Downstream 0.33 278.6 355.6 Downstream 248.2 410.2 Downstream 259.1 380.7 Downstream PIPE11615 A3 ZPIP12798 3.5 0 1 CIRCULAR 0.050 CIPCP 31.6 31.7 None 0.16 49.6 49.7 None 72.3 104.2 None 81.4 104.8 Both Upstream and Downstream PIPE11659 A3 ZPIP12990 1.5 0 1 CIRCULAR 0.042 RCP 4.5 4.5 None 0.21 7.1 7.1 None 10.4 10.4 None 11.7 11.7 None PIPE12006 A3 ZPIP15332 2 0 1 CIRCULAR 0.034 RCP 8.0 8.2 None 0.19 13.4 13.4 None 19.9 19.8 None 22.6 22.8 None PIPE12119 A3 ZPIP11880 1.75 0 1 CIRCULAR 0.010 RCP 3.1 3.2 None 0.2 5.1 5.1 None 7.5 7.6 None 8.6 8.6 None PIPE12291 A3 ZPIP15298 2.417 3.75 2 HORIZ_ELLIPSE 0.004 RCP 43.1 35.7 None 0.42 74.3 47.9 Both Upstream and Downstream 144.0 45.5 Both Upstream and Downstream 132.7 45.6 Both Upstream and Downstream PIPE11545 A3 ZPIP12717 5.5 0 1 CIRCULAR 0.019 RCP 98.5 97.5 None 0.21 163.7 156.4 None 243.1 217.9 None 271.0 242.8 None PIPE11921 A3 ZPIP14857 1.5 0 1 CIRCULAR 0.007 RCP 1.8 1.8 None 0.2 2.9 2.9 None 4.2 4.2 None 4.7 4.7 None PIPE11922 A3 ZPIP14858 1.5 0 1 CIRCULAR 0.007 RCP 1.8 1.8 None 0.2 2.9 2.9 None 4.2 4.2 None 4.8 4.8 None CHAN10310 A3 CH062A 6 25 1 TRAPEZOIDAL 0.008 Earthen 0.0 88.4 None 0.07 0.0 351.4 None 0.0 573.6 None 0.0 630.3 None PIPE11589 A3 ZPIP12752 2 0 1 CIRCULAR 0.050 RCP 11.1 11.1 None 0.22 17.7 17.9 None 25.9 25.4 Downstream 29.3 26.4 Downstream PIPE12170 A3 PIP19083 3 0 2 CIRCULAR 0.007 RCP 33.0 28.8 None 0.25 53.7 43.7 None 78.3 55.7 None 89.5 59.9 None PIPE11946 A3 ZPIP14887 3 0 1 CIRCULAR 0.010 RCP 11.7 12.0 None 0.18 19.5 19.6 None 29.3 29.0 None 33.4 33.5 None PIPE12087 A3 ZPIP11865 2.5 0 1 CIRCULAR 0.004 HDPE 5.2 5.2 None 0.19 15.3 8.1 None 15.8 11.9 None 33.6 13.4 None PIPE12107 A3 ZPIP15875 3 0 1 CIRCULAR 0.005 HDPE 16.0 9.4 None 0.19 16.7 15.1 None 25.0 22.3 None 27.8 25.0 None PIPE12149 A3 ZPIP16522 3.5 0 1 CIRCULAR 0.015 HDPE 22.9 22.5 None 0.18 39.2 38.2 None 57.7 59.2 None 67.4 64.0 None PIPE12262 A3 ZPIP14002 3 0 1 CIRCULAR 0.016 RCP 15.7 15.7 None 0.18 25.7 25.7 None 38.4 38.2 None 43.2 43.3 None PIPE11572 A3 ZPIP10229 3.5 0 1 CIRCULAR 0.049 RCP 36.8 36.9 None 0.17 64.9 65.0 None 98.5 98.1 None 112.7 111.5 None PIPE11663 A3 ZPIP12994 1.5 0 1 CIRCULAR 0.050 RCP 0.0 0.0 None 0 0.0 0.0 None 0.0 11.3 Both Upstream and Downstream 0.0 11.8 Both Upstream and Downstream PIPE11863 A3 ZPIP14305 1.5 0 1 CIRCULAR 0.010 RCP 4.6 1.9 None 0.18 3.7 3.1 None 3.5 4.6 None 3.8 5.2 None PIPE11901 A3 ZPIP11211 3 0 2 CIRCULAR 0.008 RCP 33.0 28.8 None 0.24 53.7 43.7 None 78.2 55.6 None 89.4 60.9 None PIPE11961 A3 ZPIP11517 7 10 1 RECT_CLOSED 0.007 RCP 504.6 209.0 None 0.19 820.3 336.1 None 1266.1 534.1 Downstream 1392.7 555.4 Both Upstream and Downstream PIPE12286 A3 ZPIP15294 1.5 0 1 CIRCULAR 0.010 RCP 0.0 0.0 None 0 1.0 4.5 Both Upstream and Downstream 5.4 4.5 Both Upstream and Downstream 1.7 5.1 Both Upstream and Downstream PIPE12121 A3 ZPIP11885 1.75 0 1 CIRCULAR 0.168 RCP 7.3 7.3 None 0.11 16.6 16.6 None 27.1 27.1 None 31.5 31.5 Downstream PIPE12174 A3 ZPIP13075 3 0 1 CIRCULAR 0.073 RCP 29.6 29.8 None 0.17 50.5 50.3 None 76.3 75.5 None 87.4 87.4 None PIPE12252 A3 ZPIP14483 1.5 0 1 CIRCULAR 0.008 RCP 1.9 1.9 Both Upstream and Downstream 0.2 3.0 2.6 Both Upstream and Downstream 4.5 4.0 Both Upstream and Downstream 5.0 4.6 Both Upstream and Downstream CHAN10222 A3 CH10142C 0 0 1 IRREGULAR 0.032 Earthen 198.7 225.5 None 0.29 303.6 360.4 Downstream 307.5 415.6 Downstream 265.6 386.1 Downstream CHAN10278 A3 0 0 1 IRREGULAR 0.012 Concrete 5.6 5.3 None 0.21 7.3 8.7 None 8.7 11.9 None 9.1 12.4 None PIPE11523 A3 ZPIP10212 1.5 0 1 CIRCULAR 0.032 RCP 3.5 3.5 None 0.19 5.4 5.5 None 7.9 7.9 None 8.9 8.9 None PIPE11583 A3 ZPIP16740 1.5 0 1 CIRCULAR 0.019 RCP 0.0 0.0 None 0 0.0 0.0 None 0.0 6.8 None 0.0 6.9 Downstream PIPE11660 A3 ZPIP12991 1.5 0 1 CIRCULAR 0.017 RCP 2.3 2.4 None 0.17 3.9 3.9 None 5.8 5.8 None 6.6 6.6 None PIPE11823 A3 ZPIP13909 3 0 1 CIRCULAR 0.101 RCP 33.3 33.3 None 0.16 58.9 58.9 None 88.9 89.2 None 101.6 102.0 None PIPE11824 A3 ZPIP13925 4 0 1 CIRCULAR 0.040 RCP 42.3 42.3 None 0.15 84.9 84.9 None 132.1 125.2 None 152.8 136.3 None CULV10142 A3 ZCUL067B 4 6 3 RECT_CLOSED 0.021 RCP 9.7 45.7 None 0.03 27.7 260.1 None 54.1 562.5 None 128.7 634.5 None PIPE11896 A3 ZPIP14615 4 0 1 CIRCULAR 0.009 RCP 20.9 20.8 None 0.16 36.8 36.7 None 56.2 56.1 None 64.4 64.4 None PIPE12008 A3 ZPIP11622 1.5 0 1 CIRCULAR 0.008 RCP 0.6 2.1 None 0.22 0.9 2.9 Downstream 1.3 4.0 Both Upstream and Downstream 1.5 4.4 Both Upstream and Downstream PIPE11702 A3 ZPIP16860 3 0 1 CIRCULAR 0.078 RCP 29.5 29.8 None 0.16 50.3 50.2 None 76.0 75.4 None 87.1 87.1 None PIPE11821 A3 ZPIP10845 2.5 0 1 CIRCULAR 0.056 RCP 13.5 13.5 None 0.14 25.7 25.7 None 39.8 39.8 None 45.8 45.7 None PIPE11822 A3 ZPIP10846 3 0 1 CIRCULAR 0.106 RCP 33.3 33.3 None 0.15 59.2 58.7 None 89.0 89.5 Downstream 101.7 102.0 Downstream PIPE12089 A3 ZPIP15859 2.5 0 1 CIRCULAR 0.005 HDPE 5.1 5.1 None 0.18 15.0 8.0 None 19.3 11.9 None 38.4 13.5 None PIPE12234 A3 ZPIP15991 2 0 1 CIRCULAR 0.005 RCP 0.0 2.1 None 0.13 0.0 10.5 Downstream 0.4 11.2 Both Upstream and Downstream 1.0 7.3 Both Upstream and Downstream CHAN10286 A3 CH050A 0 0 1 IRREGULAR 0.014 Concrete 89.8 110.3 None 0.21 143.7 170.3 None 201.4 204.7 None 225.6 241.8 None PIPE12310 A3 ZPIP17213 1.5 0 1 CIRCULAR -0.010 RCP 0.0 0.0 None 0 0.1 0.0 None 9.7 0.1 None 147.3 4.9 None PIPE11569 A3 ZPIP12735 2 0 1 CIRCULAR 0.081 RCP 8.2 8.2 None 0.13 16.5 16.5 None 25.9 25.9 None 29.9 29.9 None PIPE11573 A3 ZPIP12739 3 0 1 CIRCULAR 0.080 RCP 27.3 27.4 None 0.14 49.8 49.8 None 76.2 76.2 None 87.3 87.3 None PIPE11574 A3 ZPIP12740 2.5 0 1 CIRCULAR 0.050 RCP 13.4 13.5 None 0.15 24.3 24.3 None 37.1 37.1 None 42.5 42.4 None PIPE11576 A3 ZPIP16738 2 0 1 CIRCULAR 0.064 RCP 7.3 7.3 None 0.13 14.4 14.4 None 22.6 22.6 None 26.1 26.1 None PIPE11706 A3 ZPIP16861 4 0 1 CIRCULAR 0.015 CIPCP 23.9 21.2 Downstream 0.14 36.6 36.4 Downstream 59.6 64.3 Downstream 72.2 70.6 Downstream PIPE11858 A3 ZPIP11042 1.5 0 1 CIRCULAR 0.010 RCP 1.9 1.9 None 0.17 3.0 3.0 None 4.4 4.4 None 4.9 4.9 None PIPE11930 A3 ZPIP17268 1.5 0 1 CIRCULAR 0.010 RCP 0.3 2.5 Both Upstream and Downstream 0.24 0.5 2.5 Both Upstream and Downstream 0.7 4.1 Both Upstream and Downstream 0.8 4.7 Both Upstream and Downstream PIPE12060 A3 ZPIP15543 3 0 1 CIRCULAR 0.005 RCP 6.7 6.7 None 0.14 12.0 12.0 None 18.0 17.9 None 20.5 21.6 None PIPE12097 A3 ZPIP17585 4 0 1 CIRCULAR 0.004 RCP 32.1 15.0 Downstream 0.17 30.0 25.9 Both Upstream and Downstream 52.9 37.6 Both Upstream and Downstream 51.0 42.0 Both Upstream and Downstream PIPE12111 A3 ZPIP11874 1.5 0 1 CIRCULAR 0.005 HDPE 2.6 1.3 None 0.18 2.0 2.1 None 3.2 3.1 None 3.6 3.5 None PIPE12187 A3 PIP10622 3.5 0 1 CIRCULAR 0.030 RCP 38.7 33.2 None 0.19 81.6 60.5 None 118.5 78.4 None 135.4 80.0 None PIPE12235 A3 ZPIP17446 2.5 0 1 CIRCULAR 0.005 RCP 5.8 8.4 None 0.29 9.3 14.2 Both Upstream and Downstream 14.4 13.8 Both Upstream and Downstream 16.6 13.3 Both Upstream and Downstream PIPE11568 A3 ZPIP12733 2.5 0 1 CIRCULAR 0.043 RCP 12.0 12.0 None 0.14 22.0 22.0 None 33.7 33.7 None 38.6 38.5 None PIPE11623 A3 ZPIP12806 3 0 1 CIRCULAR 0.089 RCP 28.4 28.5 None 0.14 51.5 51.6 None 78.8 78.7 None 90.2 90.2 None

APPENDIX E
EXISTING CONDUITS: SUMMARY TABLE
City of San Marcos Drainage Master Plan 36 of 86 April 2019 Facility ID SubWatershed Original
FacilityID
D' or H'
(diameter) or
(height)
B' (width) Barrels Shape Slope
(ft/ft) Material Q2
(cfs)
Qcon
(2-year)
(cfs)
Surcharging
(2-year) Qcon vs Qcap Q10 (cfs)
Qcon
(10-year)
(cfs)
Surcharging
(10-year) Q50
(cfs)
Qcon
(50-year)
(cfs)
Surcharging
(50-year)
Q100
(cfs)
Qcon
(100-
year)
(cfs)
Surcharging
(100-year)
Conveyance Info
Existing Condition Storm Conveyance Results Summary Table Dimensions 2-year 10-year 50-year 100-year
PIPE11818 A3 ZPIP13908 3 0 1 CIRCULAR 0.028 RCP 15.1 15.1 None 0.14 28.1 28.1 None 43.3 43.2 None 49.7 49.6 None PIPE12068 A3 ZPIP17578 3.5 0 1 CIRCULAR 0.006 HDPE 12.6 12.6 None 0.16 18.6 20.7 None 19.1 30.4 None 36.6 34.6 None CULV10157 A3 ZCUL11918E 3 5 3 RECT_CLOSED 0.009 RCP 82.6 92.9 None 0.2 129.4 144.3 None 172.7 183.6 None 191.5 211.2 None CHAN10290 A3 ZCH10206 0 0 1 IRREGULAR 0.031 Concrete 98.7 126.8 None 0.1 164.3 193.3 None 232.4 233.8 Downstream 261.9 556.3 Downstream PIPE12313 A3 ZPIP15195 2 8 1 RECT_CLOSED 0.013 RCP 24.2 27.9 None 0.15 46.9 47.3 None 164.5 71.8 None 317.3 81.4 None PIPE11522 A3 ZPIP10211 1.5 0 1 CIRCULAR 0.067 RCP 0.0 0.0 None 0 0.0 0.0 None 0.0 0.0 None 0.0 12.1 None PIPE11743 A3 ZPIP13178 1.5 0 1 CIRCULAR 0.081 RCP 0.0 0.0 None 0 0.0 0.0 None 0.0 10.2 None 0.0 13.1 None PIPE11772 A3 ZPIP10473 1.5 0 1 CIRCULAR 0.029 RCP 0.5 0.9 None 0.05 1.5 5.6 None 1.3 4.9 None 1.6 7.9 None PIPE11847 A3 ZPIP14230 1.5 0 1 CIRCULAR 0.055 RCP 4.0 4.0 None 0.16 6.5 6.5 None 9.6 9.6 None 11.1 10.9 None PIPE11865 A3 ZPIP14307 1.5 0 1 CIRCULAR 0.008 RCP 0.9 1.4 None 0.15 2.1 2.4 None 3.5 3.7 None 4.0 4.2 None CULV10145 A3 ZCUL11918C 3 5 3 RECT_CLOSED 0.009 RCP 82.6 92.9 None 0.2 129.4 144.3 None 172.7 183.6 None 191.5 211.0 None PIPE12169 A3 PIP19076 3 0 1 CIRCULAR 0.105 RCP 31.8 31.9 None 0.15 53.1 53.0 None 81.5 81.2 None 93.0 95.2 None PIPE12276 A3 ZPIP14825 1.5 0 1 CIRCULAR 0.007 RCP 9.9 4.0 Both Upstream and Downstream 0.46 2.8 1.9 Both Upstream and Downstream 4.4 3.0 Both Upstream and Downstream 4.7 3.8 Both Upstream and Downstream PIPE11567 A3 ZPIP12732 1.5 0 1 CIRCULAR 0.037 RCP 3.4 3.4 None 0.17 5.3 5.3 None 7.8 7.8 None 8.7 8.7 None PIPE11596 A3 ZPIP12783 3.5 0 1 CIRCULAR 0.053 RCP 31.5 31.3 None 0.14 57.5 57.2 None 87.8 87.4 None 100.6 100.0 None PIPE11657 A3 ZPIP10282 1.5 0 1 CIRCULAR 0.015 ACP 0.0 0.0 None 0 0.1 0.1 None 0.1 3.6 Downstream 0.1 5.5 Both Upstream and Downstream PIPE11745 A3 ZPIP13180 2 0 1 CIRCULAR 0.034 RCP 7.0 7.0 None 0.17 11.0 11.0 None 16.0 15.7 None 18.1 18.1 None PIPE11838 A3 ZPIP13974 1.5 0 1 CIRCULAR 0.027 RCP 2.9 2.9 None 0.17 4.5 4.5 None 6.5 6.5 None 7.4 7.4 None PIPE11998 A3 ZPIP11592 2.5 0 1 CIRCULAR 0.025 RCP 9.8 10.0 None 0.16 16.4 16.5 None 24.4 24.3 None 27.8 27.9 None PIPE12028 A3 ZPIP11648 3 0 1 CIRCULAR 0.005 RCP 6.7 6.6 None 0.14 12.0 11.9 None 17.8 17.5 None 20.4 20.3 None PIPE12209 A3 ZPIP14614 4 0 1 CIRCULAR 0.011 RCP 21.0 21.1 None 0.14 36.8 37.0 None 56.2 56.6 None 64.4 64.8 None PIPE11505 A3 ZPIP12684 1.5 0 1 CIRCULAR 0.084 RCP 4.4 4.4 None 0.14 7.4 7.4 None 11.2 11.2 None 12.8 12.8 None PIPE11508 A3 ZPIP12691 1.5 0 1 CIRCULAR 0.082 RCP 4.4 4.4 None 0.15 7.4 7.4 None 11.2 11.2 None 12.8 12.8 None PIPE11697 A3 ZPIP10403 3.5 0 1 CIRCULAR 0.033 RCP 26.1 26.0 None 0.14 43.8 43.9 None 64.1 66.8 None 72.9 76.5 None PIPE11719 A3 ZPIP10445 1.5 0 1 CIRCULAR 0.019 RCP 0.0 0.0 None 0 0.0 0.9 None 0.0 6.1 None 0.0 6.0 None PIPE12075 A3 ZPIP15839 2.5 0 1 CIRCULAR 0.005 HDPE 4.6 4.6 None 0.16 7.3 7.3 None 11.5 10.7 None 16.7 12.0 None PIPE12090 A3 ZPIP15860 2.5 0 1 CIRCULAR 0.006 HDPE 5.2 5.2 None 0.16 15.2 8.1 None 17.0 11.9 None 36.4 13.4 None CULV10156 A3 ZCUL11918D 3 5 3 RECT_CLOSED 0.009 RCP 81.3 91.1 None 0.19 127.1 141.6 None 169.4 176.2 None 187.6 199.9 None PIPE12295 A3 ZPIP15928 5.5 12 3 RECT_CLOSED 0.005 RCP 300.1 283.7 None 0.12 821.3 725.2 None 1039.6 896.1 None 1105.3 975.3 None PIPE12306 A3 PIP19074 5.5 12 3 RECT_CLOSED 0.005 RCP 299.3 285.6 None 0.12 822.2 725.1 None 1041.2 896.1 None 1106.8 975.4 None PIPE11674 A3 ZPIP10367 1.5 0 1 CIRCULAR 0.009 RCP 1.6 1.6 None 0.16 2.5 2.5 None 3.6 3.6 None 4.1 4.1 None PIPE11970 A3 ZPIP15198 6 0 2 CIRCULAR 0.022 RCP 186.2 228.5 None 0.18 316.7 354.4 None 459.9 450.0 None 523.1 513.4 None PIPE12010 A3 ZPIP11631 1.5 0 1 CIRCULAR 0.028 RCP 0.0 0.0 None 0 0.0 5.3 None 0.0 7.4 None 0.0 7.2 None PIPE12172 A3 PIP19091 3.5 0 1 CIRCULAR 0.036 CIPCP 19.8 19.8 None 0.12 38.2 38.1 None 58.9 58.9 None 67.7 67.7 None PIPE12173 A3 PIP19092 3.5 0 1 CIRCULAR 0.036 CIPCP 19.8 19.8 None 0.12 38.2 38.2 None 59.0 59.0 None 67.8 67.8 None PIPE11562 A3 ZPIP16735 3.5 0 1 CIRCULAR 0.006 RCP 11.4 11.5 None 0.15 18.2 18.3 None 26.6 26.8 None 30.3 30.2 None PIPE11593 A3 ZPIP10250 5.5 0 1 CIRCULAR 0.042 RCP 109.6 107.9 None 0.16 181.3 174.6 None 268.1 252.6 None 300.0 271.3 Downstream PIPE11864 A3 ZPIP14306 1.5 0 1 CIRCULAR 0.010 RCP 1.2 1.4 None 0.14 2.3 2.4 None 3.7 3.7 None 4.2 4.2 None PIPE12043 A3 ZPIP11654 2.5 0 1 CIRCULAR 0.038 RCP 11.7 11.8 None 0.15 19.4 19.5 None 28.8 29.4 None 32.6 31.8 None PIPE12150 A3 ZPIP16523 1.5 0 1 CIRCULAR 0.012 HDPE 0.0 0.0 None 0 0.0 0.0 None 0.0 0.9 None 0.0 4.7 None PIPE12167 A3 PIP19072 3 0 1 CIRCULAR 0.105 RCP 29.0 29.2 None 0.14 48.8 48.8 None 75.2 75.1 None 85.9 85.8 None PIPE12168 A3 PIP19075 3 0 1 CIRCULAR 0.105 RCP 29.0 29.1 None 0.13 48.8 48.7 None 75.3 75.0 None 86.0 85.7 None PIPE12185 A3 PIP10606 3.5 0 1 CIRCULAR 0.051 RCP 41.3 35.9 None 0.16 87.2 66.2 None 129.2 87.3 None 156.8 90.5 None DTCH10275 A3 DD055A 0 0 1 IRREGULAR 0.001 CONCRETE 471.2 157.6 None 0.12 745.5 270.2 None 1173.0 500.4 Upstream 1352.8 517.6 Upstream PIPE11600 A3 ZPIP16639 4.5 0 1 CIRCULAR 0.149 RCP 102.2 102.7 None 0.14 176.8 177.1 None 260.0 261.1 None 287.5 297.6 None PIPE11808 A3 ZPIP17061 1.5 0 1 CIRCULAR 0.041 RCP 2.9 2.9 None 0.14 4.8 4.8 None 7.2 7.2 None 8.2 8.2 None PIPE12189 A3 PIP10624 4 0 1 CIRCULAR 0.035 RCP 25.1 22.8 None 0.09 57.2 50.0 None 87.4 89.8 None 100.3 104.5 None PIPE12190 A3 PIP10681 4 0 1 CIRCULAR 0.035 RCP 25.1 22.8 None 0.09 57.4 50.1 None 87.9 90.2 None 100.8 104.2 None CULV10168 A3 CUL033A 4 6 1 RECT_CLOSED 0.019 RCP 80.2 57.6 Both Upstream and Downstream 0.13 131.8 69.1 Both Upstream and Downstream 396.6 145.9 Both Upstream and Downstream 383.3 168.6 Both Upstream and Downstream CHAN10315 A3 CH062B 6 25 1 TRAPEZOIDAL 0.015 Earthen 0.5 72.5 None 0.04 1.5 310.0 None 2.5 565.3 None 3.0 630.8 None PIPE11513 A3 ZPIP10208 3.5 0 1 CIRCULAR 0.079 CIPCP 28.9 28.8 None 0.12 53.4 53.2 None 81.7 81.4 None 93.6 93.3 None PIPE11673 A3 ZPIP16815 1.5 0 1 CIRCULAR 0.010 RCP 1.5 1.5 None 0.15 2.4 2.5 None 3.5 3.6 None 3.9 4.0 None PIPE11741 A3 ZPIP13175 3 0 1 CIRCULAR 0.062 RCP 19.9 20.0 None 0.12 34.3 34.4 None 54.1 53.4 None 61.4 62.5 None PIPE11891 A3 ZPIP11204 2 0 1 CIRCULAR 0.014 RCP 4.0 4.0 None 0.15 6.3 6.3 None 9.2 9.1 None 10.4 10.2 None PIPE11969 A3 ZPIP15196 2 0 1 CIRCULAR 0.037 RCP 6.1 6.1 None 0.14 9.9 9.9 None 14.6 14.7 None 16.6 16.6 None PIPE12074 A3 ZPIP15838 2.5 0 1 CIRCULAR 0.006 HDPE 4.6 4.7 None 0.15 7.3 7.3 None 11.5 10.7 None 16.7 12.1 None PIPE12257 A3 ZPIP11618 1.5 4 1 RECT_CLOSED 0.011 RCP 6.4 6.4 None 0.13 10.4 10.5 None 15.8 15.8 None 17.9 17.9 None CHAN10289 A3 ZCH10206 0 0 1 IRREGULAR 0.031 Concrete 98.7 126.9 None 0.1 164.3 193.7 None 232.4 234.3 None 262.0 474.5 None PIPE11528 A3 ZPIP12706 1.5 0 1 CIRCULAR 0.009 RCP 1.4 1.4 None 0.14 2.2 2.2 None 3.2 3.2 None 3.6 3.6 None PIPE11541 A3 ZPIP10218 3 0 1 CIRCULAR 0.065 RCP 20.8 20.8 None 0.12 36.7 36.7 None 55.5 55.5 None 63.3 63.3 None PIPE11658 A3 ZPIP12989 1.5 0 1 CIRCULAR 0.038 RCP 2.9 2.9 None 0.14 4.6 4.6 None 6.7 6.8 None 7.6 7.6 None PIPE11664 A3 ZPIP10363 1.5 0 1 CIRCULAR 0.040 RCP 3.0 3.0 None 0.14 4.7 4.7 None 6.9 6.9 None 7.7 7.8 None PIPE11996 A3 ZPIP17425 3 0 1 CIRCULAR 0.018 RCP 11.7 11.9 None 0.13 19.3 19.5 None 28.8 28.7 None 32.9 33.2 None PIPE12013 A3 ZPIP15399 1.5 0 1 CIRCULAR 0.022 RCP 0.0 0.0 None 0 0.0 2.6 None 0.0 6.5 None 0.0 5.8 None PIPE12056 A3 ZPIP11689 2.25 0 1 CIRCULAR 0.014 RCP 4.9 4.9 None 0.13 7.9 7.9 None 11.8 11.8 None 13.4 13.4 None PIPE12072 A3 ZPIP11855 4 0 1 CIRCULAR 0.005 HDPE 12.4 13.3 None 0.13 17.2 22.5 None 26.0 34.0 None 43.4 37.0 None PIPE11815 A3 ZPIP13905 2 0 1 CIRCULAR 0.093 RCP 6.6 6.6 None 0.1 13.4 13.4 None 21.1 21.1 None 24.4 24.5 None PIPE11964 A3 ZPIP15188 7 11 1 RECT_CLOSED 0.005 RCP 141.9 140.8 Both Upstream and Downstream 0.14 253.4 246.7 Both Upstream and Downstream 394.7 367.5 Both Upstream and Downstream 296.3 366.7 Both Upstream and Downstream PIPE12104 A3 ZPIP15872 2.5 0 1 CIRCULAR 0.005 HDPE 7.6 4.0 None 0.14 15.3 6.3 None 10.8 9.3 None 11.7 10.6 None PIPE12134 A3 ZPIP11972 5.5 0 1 CIRCULAR 0.017 RCP 64.8 65.1 None 0.15 107.4 178.2 None 598.7 168.7 Both Upstream and Downstream 623.0 158.3 Both Upstream and Downstream CULV10160 A3 ZCUL070D 2 6 3 RECT_CLOSED 0.004 RCP 54.2 26.5 None 0.12 91.1 44.6 None 133.6 66.2 None 146.3 75.5 None PIPE11502 A3 ZPIP16727 1.5 0 1 CIRCULAR 0.042 RCP 2.7 2.7 None 0.12 4.4 4.4 None 6.6 6.6 None 7.5 7.5 None PIPE11511 A3 ZPIP12694 3.5 0 1 CIRCULAR 0.055 RCP 24.7 24.7 None 0.1 46.4 46.4 None 71.3 71.3 None 81.8 81.8 None PIPE11549 A3 ZPIP10220 2 0 1 CIRCULAR 0.039 RCP 6.1 6.1 None 0.14 9.5 9.5 None 13.8 13.8 None 15.5 15.6 None PIPE11558 A3 ZPIP10224 1.5 0 1 CIRCULAR 0.120 RCP 4.9 4.9 None 0.13 7.7 7.7 None 11.3 11.3 None 12.7 12.7 None PIPE11579 A3 ZPIP10232 3.5 0 1 CIRCULAR 0.036 RCP 36.8 34.2 None 0.18 59.0 51.7 None 87.0 62.1 None 98.5 66.2 None

APPENDIX E
EXISTING CONDUITS: SUMMARY TABLE
City of San Marcos Drainage Master Plan 38 of 86 April 2019 Facility ID SubWatershed Original
FacilityID
D' or H'
(diameter) or
(height)
B' (width) Barrels Shape Slope
(ft/ft) Material Q2
(cfs)
Qcon
(2-year)
(cfs)
Surcharging
(2-year) Qcon vs Qcap Q10 (cfs)
Qcon
(10-year)
(cfs)
Surcharging
(10-year) Q50
(cfs)
Qcon
(50-year)
(cfs)
Surcharging
(50-year)
Q100
(cfs)
Qcon
(100-
year)
(cfs)
Surcharging
(100-year)
Conveyance Info
Existing Condition Storm Conveyance Results Summary Table Dimensions 2-year 10-year 50-year 100-year
PIPE11629 A3 ZPIP10267 1.5 0 1 CIRCULAR 0.060 RCP 2.0 2.0 None 0.08 3.2 3.2 None 4.7 4.7 None 5.3 5.3 None CULV10143 A3 ZCUL13009 7 10 1 RECT_CLOSED 0.010 RCP 235.1 245.1 Both Upstream and Downstream 0.19 445.9 236.1 Both Upstream and Downstream 594.5 250.9 Both Upstream and Downstream 664.7 264.8 Both Upstream and Downstream PIPE11956 A3 ZPIP15183 7 10 1 RECT_CLOSED 0.010 RCP 235.3 244.3 Both Upstream and Downstream 0.19 447.0 242.5 Both Upstream and Downstream 596.6 249.9 Both Upstream and Downstream 667.1 263.5 Both Upstream and Downstream PIPE11957 A3 ZPIP15184 7 10 1 RECT_CLOSED 0.010 RCP 234.9 243.6 Both Upstream and Downstream 0.19 447.9 243.2 Both Upstream and Downstream 598.1 249.4 Both Upstream and Downstream 668.8 263.0 Both Upstream and Downstream PIPE12058 A3 ZPIP17499 2.5 0 1 CIRCULAR 0.011 RCP 3.0 3.0 None 0.07 4.9 5.0 None 7.4 7.5 None 8.5 8.5 None CULV10163 A3 ZCUL16633 4 4 1 RECT_CLOSED 0.046 RCP 54.7 27.8 None 0.07 94.5 46.9 None 137.2 69.7 None 147.9 79.6 None CULV10164 A3 ZCUL11893 4 10 1 RECT_CLOSED 0.006 RCP 56.5 30.9 None 0.07 93.2 51.9 None 169.3 77.4 None 170.6 91.6 None CHAN10225 A3 ZCH10143A 0 0 1 IRREGULAR 0.020 Earthen 111.2 100.1 None 0.1 182.4 144.9 None 234.7 182.5 None 253.9 204.0 None CHAN10226 A3 ZCH10143A 0 0 1 IRREGULAR 0.020 Earthen 111.2 100.1 None 0.1 182.4 144.9 None 234.7 182.5 None 253.9 203.9 None CHAN10274 A3 0 0 1 IRREGULAR 0.012 Concrete 6.2 6.7 None 0.09 10.1 10.3 None 15.3 14.5 None 17.1 14.9 None PIPE11506 A3 ZPIP12685 1.5 0 1 CIRCULAR 0.204 RCP 2.9 2.9 None 0.06 5.1 5.1 None 7.7 7.7 None 8.8 8.8 None PIPE11913 A3 ZPIP11322 2 0 1 CIRCULAR 0.029 RCP 2.5 2.9 None 0.07 4.0 4.5 None 6.7 6.6 None 7.6 7.5 None PIPE12005 A3 ZPIP15331 2 0 1 CIRCULAR 0.037 RCP 2.8 2.8 None 0.06 4.8 4.9 None 7.3 7.3 None 8.3 8.3 None CULV10159 A3 ZCUL16801 4 4 1 RECT_CLOSED 0.046 RCP 54.0 26.1 None 0.07 97.3 44.1 None 133.2 65.5 None 146.3 74.8 None CHAN10298 A3 CH043D 4 4 1 TRAPEZOIDAL 0.005 Concrete 83.6 59.6 Both Upstream and Downstream 0.1 121.2 76.8 Both Upstream and Downstream 294.5 103.5 Both Upstream and Downstream 284.8 113.5 Both Upstream and Downstream PIPE11544 A3 ZPIP12716 1.5 0 1 CIRCULAR 0.043 RCP 1.5 1.5 None 0.07 2.2 3.1 None 3.1 3.3 None 5.7 3.8 None PIPE11789 A3 ZPIP13606 2.5 0 1 CIRCULAR 0.014 RCP 3.0 3.0 None 0.06 5.0 5.0 None 7.5 7.5 None 8.5 8.5 None PIPE11611 A3 ZPIP12793 1.5 0 1 CIRCULAR 0.090 RCP 2.1 2.1 None 0.07 3.3 3.3 None 4.7 4.7 None 5.3 5.3 None PIPE11869 A3 ZPIP17190 1.5 0 1 CIRCULAR 0.048 RCP 2.0 0.6 Both Upstream and Downstream 0.03 3.6 5.7 Both Upstream and Downstream 0.9 3.8 Both Upstream and Downstream 1.1 4.0 Both Upstream and Downstream PIPE11880 A3 ZPIP14533 1.5 0 1 CIRCULAR 0.086 RCP 2.0 2.0 None 0.06 3.2 3.2 None 70.5 4.8 None 80.1 5.4 None PIPE12049 A3 ZPIP17469 1.5 0 1 CIRCULAR 0.380 RCP 7.2 4.9 None 0.08 12.2 6.8 None 18.3 8.8 None 20.8 11.1 None PIPE12205 A3 6 0 1 CIRCULAR 0.012 RCP 54.7 27.9 None 0.06 93.0 46.9 None 142.2 69.8 None 147.8 79.8 None PIPE12206 A3 6 0 1 CIRCULAR 0.013 RCP 55.0 28.5 None 0.06 93.5 47.9 None 146.1 71.3 None 148.3 81.5 None PIPE12232 A3 ZPIP17192 7 11 1 RECT_CLOSED 0.003 RCP 66.9 54.9 None 0.06 122.7 115.5 None 203.0 126.7 None 275.9 142.3 None PIPE12274 A3 ZPIP11323 2 0 1 CIRCULAR 0.009 RCP 11.1 1.7 Both Upstream and Downstream 0.08 2.8 1.4 Both Upstream and Downstream 4.8 2.8 Both Upstream and Downstream 4.7 3.6 Both Upstream and Downstream DTCH10272 A3 DD10036 0 0 1 IRREGULAR 0.073 CONCRETE 443.7 161.9 None 0.05 744.8 272.1 None 1172.0 509.5 None 1360.4 524.7 None PIPE11668 A3 ZPIP12996 1.5 0 1 CIRCULAR 0.100 RCP 0.0 0.0 None 0 0.0 0.0 None 0.0 4.8 Downstream 0.0 5.4 Both Upstream and Downstream PIPE11727 A3 ZPIP13167 1.5 0 1 CIRCULAR 0.042 RCP 0.0 0.0 None 0 0.0 0.0 None 0.0 0.7 None 0.0 3.5 None PIPE11920 A3 ZPIP14856 1.5 0 1 CIRCULAR 0.079 RCP 1.8 1.8 None 0.06 2.8 2.8 None 4.1 4.1 None 4.7 4.7 None PIPE12140 A3 ZPIP12205 3.5 5 1 RECT_OPEN 0.056 RCP 44.1 32.1 None 0.05 69.5 53.3 None 80.7 92.6 None 92.5 97.1 None PIPE12204 A3 ZPIP17216 6 0 1 CIRCULAR 0.015 RCP 54.9 28.3 None 0.05 92.1 47.7 None 145.5 70.9 None 148.3 80.9 None PIPE11529 A3 ZPIP12707 1.5 0 1 CIRCULAR 0.156 RCP 2.4 2.4 None 0.06 3.9 3.9 None 5.6 5.6 None 6.4 6.4 None PIPE11566 A3 ZPIP10228 1.5 0 1 CIRCULAR 0.134 RCP 2.3 2.3 None 0.06 3.6 3.6 None 5.2 5.2 None 5.8 5.8 None PIPE12283 A3 ZPIP11571 1.5 0 1 CIRCULAR 0.039 RCP 0.1 1.3 None 0.06 2.4 4.8 Both Upstream and Downstream 1.4 3.4 Both Upstream and Downstream 1.4 3.1 Both Upstream and Downstream PIPE11552 A3 ZPIP12721 1.5 0 1 CIRCULAR 0.080 RCP 1.6 1.6 None 0.05 2.5 2.5 None 3.6 3.6 None 4.0 4.0 None PIPE11962 A3 ZPIP11518 7 11 1 RECT_CLOSED 0.005 RCP 66.8 55.0 None 0.05 186.0 155.7 None 254.7 134.4 None 295.5 148.0 Downstream PIPE12131 A3 ZPIP16081 7 11 1 RECT_CLOSED 0.005 RCP 66.8 54.7 None 0.05 164.7 196.3 None 264.0 138.9 Downstream 274.0 152.2 Both Upstream and Downstream PIPE11787 A3 ZPIP10677 2.5 0 1 CIRCULAR 0.028 RCP 3.0 3.0 None 0.04 5.0 5.0 None 7.5 7.5 None 8.5 8.6 None PIPE11878 A3 ZPIP17191 7 11 1 RECT_CLOSED 0.006 RCP 66.9 54.9 None 0.05 134.7 121.5 None 219.0 128.1 None 297.0 141.7 None PIPE12078 A3 ZPIP15843 2 0 1 CIRCULAR 0.006 HDPE 0.8 0.8 None 0.05 2.2 1.3 None 11.6 1.9 None 9.2 2.2 None PIPE12245 A3 ZPIP16982 2.5 0 1 CIRCULAR 0.014 RCP 2.2 2.3 None 0.05 3.7 3.7 None 5.5 5.5 None 6.2 6.2 None CHAN10273 A3 0 0 1 IRREGULAR 0.012 Concrete 6.5 6.7 None 0.05 10.4 10.6 None 15.1 15.4 None 16.9 17.2 None PIPE12261 A3 ZPIP14001 3 0 1 CIRCULAR 0.239 RCP 15.7 15.7 None 0.05 25.7 25.7 None 38.4 38.4 None 43.7 43.7 None CHAN10311 A3 CH062A 6 25 1 TRAPEZOIDAL 0.128 Earthen 1.0 89.2 None 0.02 2.4 349.1 None 4.0 569.1 Downstream 4.7 632.4 Downstream PIPE11683 A3 ZPIP10380 3.5 0 1 CIRCULAR 0.010 CIPCP 3.2 3.4 None 0.04 5.2 7.6 None 8.0 9.6 None 9.5 10.8 None CHAN10326 A3 0 0 1 IRREGULAR 0.005 EARTHEN 3.2 3.2 None 0.02 11.3 13.4 None 22.1 18.8 None 16.3 20.8 None PIPE11614 A3 ZPIP10260 2.75 0 1 CIRCULAR 0.099 RCP 0.0 0.0 None 0 0.0 0.0 None 0.0 16.6 None 0.0 18.2 Downstream PIPE12062 A3 ZPIP15557 2 0 1 CIRCULAR 0.008 RCP 0.5 0.7 None 0.04 0.8 2.2 None 1.0 2.1 None 1.0 2.3 None PIPE12214 A3 ZPIP11045 1.5 0 1 CIRCULAR 0.115 RCP 0.2 0.0 None 0 1.0 2.1 None 2.5 4.9 Both Upstream and Downstream 3.2 4.1 Both Upstream and Downstream PIPE11617 A3 ZPIP12803 1.5 0 1 CIRCULAR 0.191 RCP 0.0 0.0 None 0 0.0 0.0 None 0.0 0.0 None 0.0 4.5 None PIPE11641 A3 ZPIP16767 5.5 0 1 CIRCULAR 0.043 RCP 27.4 27.7 None 0.04 45.2 44.1 None 63.8 82.7 None 73.9 66.8 None PIPE12057 A3 ZPIP11690 2.25 0 1 CIRCULAR 0.200 RCP 5.0 5.0 None 0.04 8.1 8.1 None 12.0 12.0 None 13.6 13.6 None PIPE12116 A3 ZPIP15880 4 10 1 TRAPEZOIDAL 0.001 CMP 20.3 12.7 None 0.04 21.3 20.1 None 33.4 29.7 None 37.9 33.8 None PIPE12221 A3 ZPIP11163 1.5 0 1 CIRCULAR 0.006 RCP 0.3 0.3 None 0.04 0.5 0.5 None 0.7 0.7 None 0.8 0.8 None CHAN10219 A3 CH045C 0 0 1 IRREGULAR 0.016 Earthen 32.3 31.7 None 0.07 61.3 44.0 None 97.5 50.0 None 109.0 50.2 None CHAN10322 A3 CH062B 6 25 1 TRAPEZOIDAL 0.227 Earthen 2.8 45.8 None 0.01 21.5 260.9 None 53.0 562.6 None 128.1 634.0 None PIPE11547 A3 ZPIP12719 1.5 0 1 CIRCULAR 0.793 RCP 3.4 3.4 None 0.04 5.3 5.3 None 7.6 7.6 None 8.6 8.6 None PIPE11685 A3 ZPIP13027 1.5 0 1 CIRCULAR 0.025 RCP 0.0 0.0 None 0 0.0 0.4 None 0.3 1.1 None 0.5 1.4 None PIPE11790 A3 ZPIP10701 2.5 0 1 CIRCULAR 0.051 RCP 3.0 3.0 None 0.03 4.9 5.0 None 7.4 7.5 None 8.5 8.5 None PIPE11915 A3 ZPIP14828 1.5 0 1 CIRCULAR 0.109 RCP 3.7 0.1 None 0 0.4 0.0 None 14.6 3.8 None 11.1 3.3 Both Upstream and Downstream PIPE12077 A3 ZPIP15842 1.5 0 1 CIRCULAR 0.048 HDPE 0.9 0.9 None 0.04 1.3 1.3 None 11.6 1.9 None 9.2 2.2 None PIPE12130 A3 ZPIP17639 2.5 0 1 CIRCULAR 0.056 RCP 3.0 3.0 None 0.03 4.9 5.0 None 7.4 7.5 None 8.5 8.5 None CHAN10275 A3 0 0 1 IRREGULAR 0.012 Concrete 5.8 6.0 None 0.04 9.9 9.7 None 13.4 13.8 None 15.2 14.5 None PIPE11752 A3 ZPIP13187 1.5 0 1 CIRCULAR 0.079 RCP 0.7 0.7 None 0.03 1.3 1.3 None 2.0 2.0 None 2.3 2.3 None PIPE12027 A3 ZPIP15430 1.5 0 1 CIRCULAR 0.005 RCP 0.4 0.3 None 0.04 0.7 0.4 None 1.1 0.6 None 1.3 0.6 None PIPE12153 A3 ZPIP16526 3.75 2.417 1 VERT_ELLIPSE 0.005 RCP 0.8 1.7 None 0.03 2.1 3.0 None 3.6 3.5 None 3.5 3.7 Downstream CULV10166 A3 ZCUL070C 2 6 3 RECT_CLOSED 0.004 RCP 7.3 5.6 None 0.03 12.0 12.3 None 19.8 20.3 None 18.4 18.7 None CHAN10220 A3 CH045C 0 0 1 IRREGULAR 0.020 Earthen 32.7 30.9 None 0.06 60.3 39.9 None 93.3 43.4 None 103.8 43.1 None CHAN10272 A3 0 0 1 IRREGULAR 0.032 Concrete 7.1 7.1 None 0.03 11.2 11.2 None 16.3 16.4 None 18.4 18.6 None PIPE11848 A3 ZPIP11033 3 0 1 CIRCULAR 0.013 RCP 1.8 1.9 None 0.03 3.2 3.1 None 3.8 4.5 None 4.6 5.1 None PIPE12196 A3 PIP10967 1.5 0 1 CIRCULAR 0.003 PVC 0.2 0.1 None 0.01 0.5 0.2 None 0.5 0.5 None 0.5 0.4 None PIPE12303 A3 ZPIP15926 5.5 0 1 CIRCULAR 0.002 RCP 3.2 3.2 None 0.02 5.3 5.3 None 8.1 8.1 None 9.3 9.3 None PIPE12309 A3 ZPIP14606 3 0 1 CIRCULAR 0.029 RCP 0.0 0.0 None 0 0.3 0.0 None 25.5 1.5 None 180.2 7.6 None DTCH10277 A3 CH063A 0 0 1 IRREGULAR 0.013 Earthen 490.1 139.3 None 0.02 706.4 252.4 Upstream 1400.5 498.5 Both Upstream and Downstream 1700.0 506.2 Both Upstream and Downstream PIPE11694 A3 ZPIP13067 1.5 0 1 CIRCULAR 0.017 RCP 0.2 0.1 None 0 0.4 0.1 None 0.4 0.8 None 0.5 0.8 None PIPE11881 A3 ZPIP14534 1.5 0 1 CIRCULAR 0.010 RCP 0.0 0.0 None 0 0.0 0.0 None 10.2 0.5 None 4.8 0.6 None

ATTACHMENT 5

POST-DEVELOPMENT HYDROLOGY EXHIBIT

PRIVATE RD

FIRE LN

W SAN MARCOS BL

FIRE LNFIRE LN

RUE DE VALLE

DDIISSCCOO

VVEERRYY
SSTT

SECURITY
PL

KKNNIIGGHHTTSS

RREEAALLMM
01ST ST
01ST ST

S PACIFIC ST

S PACIFIC ST
PPRR

IIVVAATTEE
RRDD

GGRRAANN
DDOO
NN
AAVV
BB

LLAASS CCRRUUCCEESS AAVV

S RANCHO SANTA FE RD

RRUUEE DDEE VVAALLLLEE

MARGIE PL

MARGIE PL
LONITA
W
Y
LONITA
W
Y
01ST ST
01ST ST
DEBRA
PL
DEBRA
PL

AALLPPIINNEEPPLL

S PACIFIC ST

LLIINNDDAA VVIISSTTAA DDRR

ATTACHMENT 6

MODIFIED RATIONAL METHOD RUNOFF CALCULATIONS

Steps Taken To Analyze This Condition
The Rational Method Runoff Calculations are followed here. The software that we are using is the “Rational Hydrology Method, San Diego County (2003 Manual)” module of the CIVILCADD/CIVILDESIGN Engineering Software, Version 9.1.

Please see the subsequent pages for the calculations. These calculations are for the Q100. The results are outlined/summarized in Section 6.

6a. CivilD Pre-Development Q100 Calculations

6b. CivilD Post-Development Q100 Calculations

1 2 San Diego County Rational Hydrology Program
3 4 CIVILCADD /CIVILDESIGN Engineering Software ,( c)1991 -2019 Version 9.1 5 6 Rational method hydrology program based on
7 San Diego County Flood Control Division 2003 hydrology manual 8 Rational Hydrology Study Date : 05 /03 /22
9 --------------------------------------------------- --------------------- 10 21088 -post -onsite
11 12
13 14 --------------------------------------------------- --------------------- 15 ********* Hydrology Study Control Information ********** 16 17 --------------------------------------------------- --------------------- 18 19
20 Program License Serial Number 6332
21 22 --------------------------------------------------- --------------------- 23 Rational hydrology study storm event year is 100.0 24 English (in -lb ) input data Units used
25 26 Map data precipitation entered :
27 6 hour , precipitation (inches ) = 3.200
28 24 hour precipitation (inches ) = 5.500
29 P6 /P24 = 58.2%
30 San Diego hydrology manual 'C' values used
31 32
33 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 34 Process from Point /Station 301.000 to Point /Station 302.000 35 **** INITIAL AREA EVALUATION ****
36 ______________________________________________________________________ 37 Decimal fraction soil group A = 0.000
38 Decimal fraction soil group B = 0.000
39 Decimal fraction soil group C = 0.000
40 Decimal fraction soil group D = 1.000
41 [INDUSTRIAL area type ]
42 (General Industrial )
43 Impervious value , Ai = 0.950
44 Sub -Area C Value = 0.870
45 Initial subarea total flow distance = 67.000 (Ft .) 46 Highest elevation = 532.210 (Ft .)
47 Lowest elevation = 531.880 (Ft .)
48 Elevation difference = 0.330 (Ft .) Slope = 0.493 % 49 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS :
50 The maximum overland flow distance is 50.00 (Ft )
51 for the top area slope value of 0.49 %, in a development type of 52 General Industrial
53 In Accordance With Figure 3-3
54 Initial Area Time of Concentration = 3.71 minutes
55 TC = [1 .8*( 1.1 -C)* distance (Ft .) ^.5)/( % slope^ (1/3)] 56 TC = [1 .8*( 1.1 -0.8700 )*( 50.000^.5 )/( 0.493^ (1/3)]= 3.71 57 Calculated TC of 3.706 minutes is less than 5 minutes , 58 resetting TC to 5.0 minutes for rainfall intensity calculations 59 Rainfall intensity (I) = 8.431 (In /Hr ) for a 100.0 year storm 60 Effective runoff coefficient used for area (Q=KCIA ) is C = 0.870 61 Subarea runoff = 0.800 (CFS )
62 Total initial stream area = 0.109 (Ac .)
63 64
65 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 66 Process from Point /Station 302.000 to Point /Station 303.000 67 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
68 ______________________________________________________________________ 69 Estimated mean flow rate at midpoint of channel = 5.210 (CFS ) 70 Depth of flow = 0.398 (Ft .), Average velocity = 2.106 (Ft /s) 71 ******* Irregular Channel Data ***********
72 --------------------------------------------------- -------------- 73 Information entered for subchannel number 1 :
74 Point number 'X' coordinate 'Y' coordinate
75 1 0.00 1.30
76 2 59.00 0.13
77 3 61.00 0.00
78 4 61.00 0.50
79 Manning 's 'N' friction factor = 0.015
80 --------------------------------------------------- -------------- 81 Sub -Channel flow = 5.210 (CFS )
82 ' ' flow top width = 15.505 (Ft .)
83 ' ' velocity = 2.106 (Ft /s)
84 ' ' area = 2.474 (Sq .Ft )
85 ' ' Froude number = 0.929
86 87 Upstream point elevation = 531.880 (Ft .)
88 Downstream point elevation = 528.870 (Ft .)
89 Flow length = 557.000 (Ft .)
90 Travel time = 4.41 min .
91 Time of concentration = 8.11 min .
92 Depth of flow = 0.398 (Ft .)
93 Average velocity = 2.106 (Ft /s)
94 Total irregular channel flow = 5.210 (CFS )
95 Irregular channel normal depth above invert elev . = 0.398 (Ft .) 96 Average velocity of channel (s) = 2.106 (Ft /s)
97 Adding area flow to channel
98 Rainfall intensity (I) = 6.170 (In /Hr ) for a 100.0 year storm 99 Decimal fraction soil group A = 0.000
100 Decimal fraction soil group B = 0.000
101 Decimal fraction soil group C = 0.000
102 Decimal fraction soil group D = 1.000
103 [INDUSTRIAL area type ]
104 (Limited Industrial )
105 Impervious value , Ai = 0.900
106 Sub -Area C Value = 0.850
107 Rainfall intensity = 6.170 (In /Hr ) for a 100.0 year storm 108 Effective runoff coefficient used for total area
109 (Q=KCIA ) is C = 0.851 CA = 1.546
110 Subarea runoff = 8.738 (CFS ) for 1.707 (Ac .)
111 Total runoff = 9.537 (CFS ) Total area = 1.816 (Ac .) 112 Depth of flow = 0.479 (Ft .), Average velocity = 2.443 (Ft /s) 113
114
115 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 116 Process from Point /Station 303.000 to Point /Station 304.000 117 **** PIPEFLOW TRAVEL TIME (User specified size ) **** 118 ______________________________________________________________________ 119 Upstream point /station elevation = 523.870 (Ft .) 120 Downstream point /station elevation = 521.740 (Ft .) 121 Pipe length = 96.00 (Ft .) Slope = 0.0222 Manning 's N = 0.013 122 No . of pipes = 1 Required pipe flow = 9.537 (CFS ) 123 Given pipe size = 18.00 (In .)
124 Calculated individual pipe flow = 9.537 (CFS )
125 Normal flow depth in pipe = 10.15 (In .)
126 Flow top width inside pipe = 17.85 (In .)
127 Critical Depth = 14.30 (In .)
128 Pipe flow velocity = 9.29 (Ft /s)
129 Travel time through pipe = 0.17 min .
130 Time of concentration (TC ) = 8.29 min .
131
132
133 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 134 Process from Point /Station 304.000 to Point /Station 304.000 135 **** CONFLUENCE OF MINOR STREAMS ****
136 ______________________________________________________________________ 137 Along Main Stream number : 1 in normal stream number 1 138 Stream flow area = 1.816 (Ac .)
139 Runoff from this stream = 9.537 (CFS )
140 Time of concentration = 8.29 min .
141 Rainfall intensity = 6.087 (In /Hr )
142
143
144 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 145 Process from Point /Station 401.000 to Point /Station 402.000 146 **** INITIAL AREA EVALUATION ****
147 ______________________________________________________________________ 148 Decimal fraction soil group A = 0.000
149 Decimal fraction soil group B = 0.000
150 Decimal fraction soil group C = 0.000
151 Decimal fraction soil group D = 1.000
152 [INDUSTRIAL area type ]
153 (General Industrial )
154 Impervious value , Ai = 0.950
155 Sub -Area C Value = 0.870
156 Initial subarea total flow distance = 100.000 (Ft .) 157 Highest elevation = 532.210 (Ft .)
158 Lowest elevation = 531.710 (Ft .)
159 Elevation difference = 0.500 (Ft .) Slope = 0.500 % 160 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS :
161 The maximum overland flow distance is 50.00 (Ft ) 162 for the top area slope value of 0.50 %, in a development type of 163 General Industrial
164 In Accordance With Figure 3-3
165 Initial Area Time of Concentration = 3.69 minutes 166 TC = [1 .8*( 1.1 -C)* distance (Ft .) ^.5)/( % slope^ (1/3)] 167 TC = [1 .8*( 1.1 -0.8700 )*( 50.000^.5 )/( 0.500^ (1/3)]= 3.69 168 Calculated TC of 3.688 minutes is less than 5 minutes , 169 resetting TC to 5.0 minutes for rainfall intensity calculations 170 Rainfall intensity (I) = 8.431 (In /Hr ) for a 100.0 year storm 171 Effective runoff coefficient used for area (Q=KCIA ) is C = 0.870 172 Subarea runoff = 0.756 (CFS )
173 Total initial stream area = 0.103 (Ac .)
174
175
176 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 177 Process from Point /Station 402.000 to Point /Station 403.000 178 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
179 ______________________________________________________________________ 180 Estimated mean flow rate at midpoint of channel = 1.915 (CFS ) 181 Depth of flow = 0.163 (Ft .), Average velocity = 2.704 (Ft /s) 182 ******* Irregular Channel Data ***********
183 --------------------------------------------------- -------------- 184 Information entered for subchannel number 1 :
185 Point number 'X' coordinate 'Y' coordinate
186 1 0.00 1.00
187 2 20.00 0.00
188 3 53.00 1.00
189 Manning 's 'N' friction factor = 0.015
190 --------------------------------------------------- -------------- 191 Sub -Channel flow = 1.915 (CFS )
192 ' ' flow top width = 8.664 (Ft .)
193 ' ' velocity = 2.704 (Ft /s)
194 ' ' area = 0.708 (Sq .Ft )
195 ' ' Froude number = 1.667
196
197 Upstream point elevation = 531.710 (Ft .)
198 Downstream point elevation = 527.170 (Ft .)
199 Flow length = 216.000 (Ft .)
200 Travel time = 1.33 min .
201 Time of concentration = 5.02 min .
202 Depth of flow = 0.163 (Ft .)
203 Average velocity = 2.704 (Ft /s)
204 Total irregular channel flow = 1.915 (CFS )
205 Irregular channel normal depth above invert elev . = 0.163 (Ft .) 206 Average velocity of channel (s) = 2.704 (Ft /s)
207 Adding area flow to channel
208 Rainfall intensity (I) = 8.410 (In /Hr ) for a 100.0 year storm 209 Decimal fraction soil group A = 0.000
210 Decimal fraction soil group B = 0.000
211 Decimal fraction soil group C = 0.000
212 Decimal fraction soil group D = 1.000
213 [HIGH DENSITY RESIDENTIAL ]
214 (43.0 DU /A or Less )
215 Impervious value , Ai = 0.800
216 Sub -Area C Value = 0.790
217 Rainfall intensity = 8.410 (In /Hr ) for a 100.0 year storm 218 Effective runoff coefficient used for total area
219 (Q=KCIA ) is C = 0.809 CA = 0.358
220 Subarea runoff = 2.257 (CFS ) for 0.340 (Ac .)
221 Total runoff = 3.012 (CFS ) Total area = 0.443 (Ac .) 222 Depth of flow = 0.194 (Ft .), Average velocity = 3.028 (Ft /s) 223
224
225 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 226 Process from Point /Station 403.000 to Point /Station 304.000 227 **** PIPEFLOW TRAVEL TIME (User specified size ) **** 228 ______________________________________________________________________ 229 Upstream point /station elevation = 523.870 (Ft .) 230 Downstream point /station elevation = 521.740 (Ft .) 231 Pipe length = 96.00 (Ft .) Slope = 0.0222 Manning 's N = 0.013 232 No . of pipes = 1 Required pipe flow = 3.012 (CFS ) 233 Given pipe size = 18.00 (In .)
234 Calculated individual pipe flow = 3.012 (CFS )
235 Normal flow depth in pipe = 5.36 (In .)
236 Flow top width inside pipe = 16.46 (In .)
237 Critical Depth = 7.92 (In .)
238 Pipe flow velocity = 6.84 (Ft /s)
239 Travel time through pipe = 0.23 min .
240 Time of concentration (TC ) = 5.25 min .
241
242
243 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 244 Process from Point /Station 304.000 to Point /Station 304.000 245 **** CONFLUENCE OF MINOR STREAMS ****
246 ______________________________________________________________________ 247 Along Main Stream number : 1 in normal stream number 2 248 Stream flow area = 0.443 (Ac .)
249 Runoff from this stream = 3.012 (CFS )
250 Time of concentration = 5.25 min .
251 Rainfall intensity = 8.166 (In /Hr )
252 Summary of stream data :
253
254 Stream Flow rate TC Rainfall Intensity
255 No . ( CFS ) ( min ) ( In /Hr )
256
257
258 1 9.537 8.29 6.087
259 2 3.012 5.25 8.166
260 Qmax (1) =
261 1.000 * 1.000 * 9.537 ) +
262 0.745 * 1.000 * 3.012 ) + = 11.783
263 Qmax (2) =
264 1.000 * 0.634 * 9.537 ) +
265 1.000 * 1.000 * 3.012 ) + = 9.059
266
267 Total of 2 streams to confluence :
268 Flow rates before confluence point :
269 9.537 3.012
270 Maximum flow rates at confluence using above data :
271 11.783 9.059
272 Area of streams before confluence :
273 1.816 0.443
274 Results of confluence :
275 Total flow rate = 11.783 (CFS )
276 Time of concentration = 8.286 min .
277 Effective stream area after confluence = 2.259 (Ac .) 278
279
280 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 281 Process from Point /Station 304.000 to Point /Station 304.000 282 **** 6 HOUR HYDROGRAPH ****
283 ______________________________________________________________________ 284 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++ 285 Hydrograph Data - Section 6, San Diego County Hydrology manual , June 2003 286
287
288 Time of Concentration = 8.29
289 Basin Area = 2.26 Acres
290 6 Hour Rainfall = 3.200 Inches
291 Runoff Coefficient = 0.843
292 Peak Discharge = 11.78 CFS
293 Time (Min ) Discharge (CFS )
294 0 0.000
295 8 0.364
296 16 0.369
297 24 0.381
298 32 0.387
299 40 0.399
300 48 0.406
301 56 0.421
302 64 0.429
303 72 0.446
304 80 0.455
305 88 0.474
306 96 0.485
307 104 0.508
308 112 0.521
309 120 0.549
310 128 0.565
311 136 0.600
312 144 0.620
313 152 0.664
314 160 0.690
315 168 0.750
316 176 0.786
317 184 0.871
318 192 0.924
319 200 1.059
320 208 1.148
321 216 1.404
322 224 1.599
323 232 2.347
324 240 3.307
325 248 11.783
326 256 1.883
327 264 1.260
328 272 0.986
329 280 0.826
330 288 0.719
331 296 0.641
332 304 0.582
333 312 0.535
334 320 0.496
335 328 0.464
336 336 0.437
337 344 0.413
338 352 0.393
339 360 0.375
340 368 0.359
341 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++ 342 6 - H O U R S T O R M
343 R u n o f f H y d r o g r a p h
344 --------------------------------------------------- ----------------- 345 Hydrograph in 1 Minute intervals (( CFS ))
346
347 --------------------------------------------------- ----------------- 348 Time (h+m) Volume Ac .Ft Q (CFS ) 0 2.9 5.9 8.8 11.8 349 --------------------------------------------------- -------------------- 350 0+ 0 0.0000 0.00 Q | | | |
351 0+ 1 0.0001 0.05 Q | | | |
352 0+ 2 0.0002 0.09 Q | | | |
353 0+ 3 0.0004 0.14 Q | | | |
354 0+ 4 0.0006 0.18 Q | | | |
355 0+ 5 0.0009 0.23 Q | | | |
356 0+ 6 0.0013 0.27 Q | | | |
357 0+ 7 0.0018 0.32 VQ | | | |
358 0+ 8 0.0023 0.36 VQ | | | |
359 0+ 9 0.0028 0.36 VQ | | | |
360 0+10 0.0033 0.37 VQ | | | |
361 0+11 0.0038 0.37 VQ | | | |
362 0+12 0.0043 0.37 VQ | | | |
363 0+13 0.0048 0.37 VQ | | | |
364 0+14 0.0053 0.37 VQ | | | |
365 0+15 0.0058 0.37 VQ | | | |
366 0+16 0.0063 0.37 VQ | | | |
367 0+17 0.0068 0.37 VQ | | | |
368 0+18 0.0073 0.37 VQ | | | |
369 0+19 0.0078 0.37 VQ | | | |
370 0+20 0.0084 0.37 VQ | | | |
371 0+21 0.0089 0.38 VQ | | | |
372 0+22 0.0094 0.38 VQ | | | |
373 0+23 0.0099 0.38 VQ | | | |
374 0+24 0.0104 0.38 VQ | | | |
375 0+25 0.0110 0.38 VQ | | | |
376 0+26 0.0115 0.38 VQ | | | |
377 0+27 0.0120 0.38 VQ | | | |
378 0+28 0.0125 0.38 VQ | | | |
379 0+29 0.0131 0.38 |Q | | | |
380 0+30 0.0136 0.39 |Q | | | |
381 0+31 0.0141 0.39 |Q | | | |
382 0+32 0.0147 0.39 |Q | | | |
383 0+33 0.0152 0.39 |Q | | | |
384 0+34 0.0157 0.39 |Q | | | |
385 0+35 0.0163 0.39 |Q | | | |
386 0+36 0.0168 0.39 |Q | | | |
387 0+37 0.0174 0.39 |Q | | | |
388 0+38 0.0179 0.40 |Q | | | |
389 0+39 0.0185 0.40 |Q | | | |
390 0+40 0.0190 0.40 |Q | | | |
391 0+41 0.0196 0.40 |Q | | | |
392 0+42 0.0201 0.40 |Q | | | |
393 0+43 0.0207 0.40 |Q | | | |
394 0+44 0.0212 0.40 |Q | | | |
395 0+45 0.0218 0.40 |Q | | | |
396 0+46 0.0223 0.40 |Q | | | |
397 0+47 0.0229 0.41 |Q | | | |
398 0+48 0.0235 0.41 |Q | | | |
399 0+49 0.0240 0.41 |Q | | | |
400 0+50 0.0246 0.41 |Q | | | |
401 0+51 0.0251 0.41 |Q | | | |
402 0+52 0.0257 0.41 |QV | | | |
403 0+53 0.0263 0.42 |QV | | | |
404 0+54 0.0269 0.42 |QV | | | |
405 0+55 0.0274 0.42 |QV | | | |
406 0+56 0.0280 0.42 |QV | | | |
407 0+57 0.0286 0.42 |QV | | | |
408 0+58 0.0292 0.42 |QV | | | |
409 0+59 0.0298 0.42 |QV | | | |
410 1+ 0 0.0304 0.42 |QV | | | |
411 1+ 1 0.0309 0.43 |QV | | | |
412 1+ 2 0.0315 0.43 |QV | | | |
413 1+ 3 0.0321 0.43 |QV | | | |
414 1+ 4 0.0327 0.43 |QV | | | |
415 1+ 5 0.0333 0.43 |QV | | | |
416 1+ 6 0.0339 0.43 |QV | | | |
417 1+ 7 0.0345 0.44 |QV | | | |
418 1+ 8 0.0351 0.44 |QV | | | |
419 1+ 9 0.0357 0.44 |QV | | | |
420 1+10 0.0363 0.44 |QV | | | |
421 1+11 0.0369 0.44 |QV | | | |
422 1+12 0.0375 0.45 |QV | | | |
423 1+13 0.0382 0.45 |Q V | | | |
424 1+14 0.0388 0.45 |Q V | | | |
425 1+15 0.0394 0.45 |Q V | | | |
426 1+16 0.0400 0.45 |Q V | | | |
427 1+17 0.0406 0.45 |Q V | | | |
428 1+18 0.0413 0.45 |Q V | | | |
429 1+19 0.0419 0.45 |Q V | | | |
430 1+20 0.0425 0.45 |Q V | | | |
431 1+21 0.0431 0.46 |Q V | | | |
432 1+22 0.0438 0.46 |Q V | | | |
433 1+23 0.0444 0.46 |Q V | | | |
434 1+24 0.0450 0.46 |Q V | | | |
435 1+25 0.0457 0.47 |Q V | | | |
436 1+26 0.0463 0.47 |Q V | | | |
437 1+27 0.0470 0.47 |Q V | | | |
438 1+28 0.0476 0.47 |Q V | | | |
439 1+29 0.0483 0.48 |Q V | | | |
440 1+30 0.0490 0.48 |Q V | | | |
441 1+31 0.0496 0.48 |Q V | | | |
442 1+32 0.0503 0.48 |Q V | | | |
443 1+33 0.0509 0.48 |Q V | | | |
444 1+34 0.0516 0.48 |Q V | | | |
445 1+35 0.0523 0.48 |Q V | | | |
446 1+36 0.0529 0.49 |Q V | | | |
447 1+37 0.0536 0.49 |Q V | | | |
448 1+38 0.0543 0.49 |Q V | | | |
449 1+39 0.0550 0.49 |Q V | | | |
450 1+40 0.0556 0.50 |Q V | | | |
451 1+41 0.0563 0.50 |Q V | | | |
452 1+42 0.0570 0.50 |Q V | | | |
453 1+43 0.0577 0.51 |Q V | | | |
454 1+44 0.0584 0.51 |Q V | | | |
455 1+45 0.0591 0.51 |Q V | | | |
456 1+46 0.0598 0.51 |Q V | | | |
457 1+47 0.0605 0.51 |Q V | | | |
458 1+48 0.0612 0.51 |Q V | | | |
459 1+49 0.0620 0.52 |Q V | | | |
460 1+50 0.0627 0.52 |Q V | | | |
461 1+51 0.0634 0.52 |Q V | | | |
462 1+52 0.0641 0.52 |Q V | | | |
463 1+53 0.0648 0.52 |Q V | | | |
464 1+54 0.0656 0.53 |Q V | | | |
465 1+55 0.0663 0.53 |Q V | | | |
466 1+56 0.0670 0.54 |Q V | | | |
467 1+57 0.0678 0.54 |Q V | | | |
468 1+58 0.0685 0.54 |Q V | | | |
469 1+59 0.0693 0.55 |Q V | | | |
470 2+ 0 0.0700 0.55 |Q V | | | |
471 2+ 1 0.0708 0.55 |Q V | | | |
472 2+ 2 0.0715 0.55 |Q V | | | |
473 2+ 3 0.0723 0.56 |Q V | | | |
474 2+ 4 0.0731 0.56 |Q V | | | |
475 2+ 5 0.0738 0.56 |Q V | | | |
476 2+ 6 0.0746 0.56 |Q V | | | |
477 2+ 7 0.0754 0.56 |Q V | | | |
478 2+ 8 0.0762 0.56 |Q V | | | |
479 2+ 9 0.0770 0.57 |Q V | | | |
480 2+10 0.0777 0.57 |Q V | | | |
481 2+11 0.0785 0.58 |Q V | | | |
482 2+12 0.0793 0.58 |Q V | | | |
483 2+13 0.0801 0.59 |Q V | | | |
484 2+14 0.0810 0.59 | Q V | | | |
485 2+15 0.0818 0.60 | Q V | | | |
486 2+16 0.0826 0.60 | Q V | | | |
487 2+17 0.0834 0.60 | Q V | | | |
488 2+18 0.0843 0.60 | Q V | | | |
489 2+19 0.0851 0.61 | Q V | | | |
490 2+20 0.0859 0.61 | Q V | | | |
491 2+21 0.0868 0.61 | Q V | | | |
492 2+22 0.0876 0.61 | Q V | | | |
493 2+23 0.0885 0.62 | Q V | | | |
494 2+24 0.0893 0.62 | Q V | | | |
495 2+25 0.0902 0.63 | Q V | | | |
496 2+26 0.0911 0.63 | Q V | | | |
497 2+27 0.0919 0.64 | Q V | | | |
498 2+28 0.0928 0.64 | Q V | | | |
499 2+29 0.0937 0.65 | Q V | | | |
500 2+30 0.0946 0.65 | Q V | | | |
501 2+31 0.0955 0.66 | Q V | | | |
502 2+32 0.0964 0.66 | Q V | | | |
503 2+33 0.0974 0.67 | Q V | | | |
504 2+34 0.0983 0.67 | Q V | | | |
505 2+35 0.0992 0.67 | Q V | | | |
506 2+36 0.1002 0.68 | Q V | | | |
507 2+37 0.1011 0.68 | Q V | | | |
508 2+38 0.1020 0.68 | Q V | | | |
509 2+39 0.1030 0.69 | Q V | | | |
510 2+40 0.1039 0.69 | Q V | | | |
511 2+41 0.1049 0.70 | Q V | | | |
512 2+42 0.1059 0.71 | Q V | | | |
513 2+43 0.1068 0.71 | Q V | | | |
514 2+44 0.1078 0.72 | Q V | | | |
515 2+45 0.1088 0.73 | Q V | | | |
516 2+46 0.1098 0.74 | Q V | | | |
517 2+47 0.1109 0.74 | Q V | | | |
518 2+48 0.1119 0.75 | Q V | | | |
519 2+49 0.1129 0.75 | Q V | | | |
520 2+50 0.1140 0.76 | Q V | | | |
521 2+51 0.1150 0.76 | Q V | | | |
522 2+52 0.1161 0.77 | Q V | | | |
523 2+53 0.1172 0.77 | Q V | | | |
524 2+54 0.1182 0.78 | Q V | | | |
525 2+55 0.1193 0.78 | Q V | | | |
526 2+56 0.1204 0.79 | Q V | | | |
527 2+57 0.1215 0.80 | Q V | | | |
528 2+58 0.1226 0.81 | Q V | | | |
529 2+59 0.1237 0.82 | Q V | | | |
530 3+ 0 0.1249 0.83 | Q V | | | |
531 3+ 1 0.1260 0.84 | Q V | | | |
532 3+ 2 0.1272 0.85 | Q V | | |
533 3+ 3 0.1284 0.86 | Q V | | |
534 3+ 4 0.1296 0.87 | Q V | | |
535 3+ 5 0.1308 0.88 | Q V | | |
536 3+ 6 0.1320 0.88 | Q V | | |
537 3+ 7 0.1332 0.89 | Q V | | |
538 3+ 8 0.1345 0.90 | Q V | | |
539 3+ 9 0.1357 0.90 | Q V | | |
540 3+10 0.1370 0.91 | Q V | | |
541 3+11 0.1382 0.92 | Q V | | |
542 3+12 0.1395 0.92 | Q |V | | |
543 3+13 0.1408 0.94 | Q |V | | |
544 3+14 0.1421 0.96 | Q |V | | |
545 3+15 0.1435 0.97 | Q |V | | |
546 3+16 0.1448 0.99 | Q |V | | |
547 3+17 0.1462 1.01 | Q |V | | |
548 3+18 0.1476 1.03 | Q |V | | |
549 3+19 0.1491 1.04 | Q |V | | |
550 3+20 0.1505 1.06 | Q |V | | |
551 3+21 0.1520 1.07 | Q | V | | |
552 3+22 0.1535 1.08 | Q | V | | |
553 3+23 0.1550 1.09 | Q | V | | |
554 3+24 0.1565 1.10 | Q | V | | |
555 3+25 0.1580 1.11 | Q | V | | |
556 3+26 0.1596 1.13 | Q | V | | |
557 3+27 0.1612 1.14 | Q | V | | |
558 3+28 0.1627 1.15 | Q | V | | |
559 3+29 0.1644 1.18 | Q | V | | |
560 3+30 0.1660 1.21 | Q | V | | |
561 3+31 0.1678 1.24 | Q | V | | |
562 3+32 0.1695 1.28 | Q | V | | |
563 3+33 0.1713 1.31 | Q | V | | |
564 3+34 0.1732 1.34 | Q | V | | |
565 3+35 0.1750 1.37 | Q | V | | |
566 3+36 0.1770 1.40 | Q | V | | |
567 3+37 0.1789 1.43 | Q | V | | |
568 3+38 0.1809 1.45 | Q | V | | |
569 3+39 0.1830 1.48 | Q | V | | |
570 3+40 0.1850 1.50 | Q | V | | |
571 3+41 0.1872 1.53 | Q | V | | |
572 3+42 0.1893 1.55 | Q | V | | |
573 3+43 0.1915 1.57 | Q | V | | |
574 3+44 0.1937 1.60 | Q | V | | |
575 3+45 0.1960 1.69 | Q | V | | |
576 3+46 0.1984 1.79 | Q | V | | |
577 3+47 0.2010 1.88 | Q | V | | |
578 3+48 0.2038 1.97 | Q | V | | |
579 3+49 0.2066 2.07 | Q | V | | |
580 3+50 0.2096 2.16 | Q | V | | |
581 3+51 0.2127 2.25 | Q | V | | |
582 3+52 0.2159 2.35 | Q | V | | |
583 3+53 0.2193 2.47 | Q | V | | |
584 3+54 0.2229 2.59 | Q | V | | |
585 3+55 0.2266 2.71 | Q| V | | |
586 3+56 0.2305 2.83 | Q| V | | |
587 3+57 0.2346 2.95 | Q V | | |
588 3+58 0.2388 3.07 | Q V | | |
589 3+59 0.2432 3.19 | Q V | | |
590 4+ 0 0.2477 3.31 | | Q V | | |
591 4+ 1 0.2537 4.37 | | Q V | |
592 4+ 2 0.2612 5.43 | | Q V | |
593 4+ 3 0.2702 6.49 | | | VQ | |
594 4+ 4 0.2805 7.54 | | | V Q | |
595 4+ 5 0.2924 8.60 | | | V Q | |
596 4+ 6 0.3057 9.66 | | | V | Q |
597 4+ 7 0.3205 10.72 | | | V | Q |
598 4+ 8 0.3367 11.78 | | | V | Q
599 4+ 9 0.3512 10.55 | | | V | Q |
600 4+10 0.3641 9.31 | | | V |Q |
601 4+11 0.3752 8.07 | | | Q V| |
602 4+12 0.3846 6.83 | | | Q V |
603 4+13 0.3923 5.60 | | Q | | V |
604 4+14 0.3983 4.36 | | Q | | V |
605 4+15 0.4026 3.12 | Q | | V |
606 4+16 0.4052 1.88 | Q | | | V |
607 4+17 0.4077 1.80 | Q | | | V |
608 4+18 0.4100 1.73 | Q | | | V |
609 4+19 0.4123 1.65 | Q | | | V |
610 4+20 0.4145 1.57 | Q | | | V |
611 4+21 0.4165 1.49 | Q | | | V |
612 4+22 0.4185 1.42 | Q | | | V |
613 4+23 0.4203 1.34 | Q | | | V |
614 4+24 0.4221 1.26 | Q | | | V |
615 4+25 0.4237 1.23 | Q | | | V |
616 4+26 0.4254 1.19 | Q | | | V |
617 4+27 0.4270 1.16 | Q | | | V |
618 4+28 0.4285 1.12 | Q | | | V |
619 4+29 0.4300 1.09 | Q | | | V |
620 4+30 0.4315 1.05 | Q | | | V |
621 4+31 0.4329 1.02 | Q | | | V |
622 4+32 0.4342 0.99 | Q | | | V |
623 4+33 0.4356 0.97 | Q | | | V |
624 4+34 0.4369 0.95 | Q | | | V |
625 4+35 0.4382 0.93 | Q | | | V |
626 4+36 0.4394 0.91 | Q | | | V |
627 4+37 0.4406 0.89 | Q | | | V |
628 4+38 0.4418 0.87 | Q | | | V |
629 4+39 0.4430 0.85 | Q | | | V |
630 4+40 0.4441 0.83 | Q | | | V |
631 4+41 0.4452 0.81 | Q | | | V |
632 4+42 0.4463 0.80 | Q | | | V |
633 4+43 0.4474 0.79 | Q | | | V |
634 4+44 0.4485 0.77 | Q | | | V |
635 4+45 0.4495 0.76 | Q | | | V |
636 4+46 0.4505 0.75 | Q | | | V |
637 4+47 0.4516 0.73 | Q | | | V |
638 4+48 0.4525 0.72 | Q | | | V |
639 4+49 0.4535 0.71 | Q | | | V |
640 4+50 0.4545 0.70 | Q | | | V |
641 4+51 0.4554 0.69 | Q | | | V |
642 4+52 0.4564 0.68 | Q | | | V |
643 4+53 0.4573 0.67 | Q | | | V |
644 4+54 0.4582 0.66 | Q | | | V |
645 4+55 0.4591 0.65 | Q | | | V |
646 4+56 0.4600 0.64 | Q | | | V |
647 4+57 0.4609 0.63 | Q | | | V |
648 4+58 0.4617 0.63 | Q | | | V |
649 4+59 0.4626 0.62 | Q | | | V |
650 5+ 0 0.4634 0.61 | Q | | | V |
651 5+ 1 0.4642 0.60 | Q | | | V |
652 5+ 2 0.4651 0.60 | Q | | | V |
653 5+ 3 0.4659 0.59 | Q | | | V |
654 5+ 4 0.4667 0.58 |Q | | | V |
655 5+ 5 0.4675 0.58 |Q | | | V |
656 5+ 6 0.4683 0.57 |Q | | | V |
657 5+ 7 0.4690 0.56 |Q | | | V |
658 5+ 8 0.4698 0.56 |Q | | | V |
659 5+ 9 0.4706 0.55 |Q | | | V |
660 5+10 0.4713 0.55 |Q | | | V |
661 5+11 0.4721 0.54 |Q | | | V |
662 5+12 0.4728 0.53 |Q | | | V |
663 5+13 0.4735 0.53 |Q | | | V |
664 5+14 0.4743 0.53 |Q | | | V |
665 5+15 0.4750 0.52 |Q | | | V |
666 5+16 0.4757 0.52 |Q | | | V |
667 5+17 0.4764 0.51 |Q | | | V |
668 5+18 0.4771 0.51 |Q | | | V |
669 5+19 0.4778 0.50 |Q | | | V |
670 5+20 0.4785 0.50 |Q | | | V |
671 5+21 0.4791 0.49 |Q | | | V |
672 5+22 0.4798 0.49 |Q | | | V |
673 5+23 0.4805 0.48 |Q | | | V |
674 5+24 0.4811 0.48 |Q | | | V |
675 5+25 0.4818 0.48 |Q | | | V |
676 5+26 0.4824 0.47 |Q | | | V |
677 5+27 0.4831 0.47 |Q | | | V |
678 5+28 0.4837 0.46 |Q | | | V |
679 5+29 0.4844 0.46 |Q | | | V |
680 5+30 0.4850 0.46 |Q | | | V |
681 5+31 0.4856 0.45 |Q | | | V |
682 5+32 0.4862 0.45 |Q | | | V |
683 5+33 0.4868 0.45 |Q | | | V |
684 5+34 0.4875 0.44 |Q | | | V |
685 5+35 0.4881 0.44 |Q | | | V |
686 5+36 0.4887 0.44 |Q | | | V |
687 5+37 0.4893 0.43 |Q | | | V |
688 5+38 0.4899 0.43 |Q | | | V |
689 5+39 0.4905 0.43 |Q | | | V |
690 5+40 0.4910 0.43 |Q | | | V |
691 5+41 0.4916 0.42 |Q | | | V |
692 5+42 0.4922 0.42 |Q | | | V |
693 5+43 0.4928 0.42 |Q | | | V |
694 5+44 0.4933 0.41 |Q | | | V |
695 5+45 0.4939 0.41 |Q | | | V|
696 5+46 0.4945 0.41 |Q | | | V|
697 5+47 0.4950 0.41 |Q | | | V|
698 5+48 0.4956 0.40 |Q | | | V|
699 5+49 0.4961 0.40 |Q | | | V|
700 5+50 0.4967 0.40 |Q | | | V|
701 5+51 0.4972 0.40 |Q | | | V|
702 5+52 0.4978 0.39 |Q | | | V|
703 5+53 0.4983 0.39 |Q | | | V|
704 5+54 0.4988 0.39 |Q | | | V|
705 5+55 0.4994 0.39 |Q | | | V|
706 5+56 0.4999 0.38 |Q | | | V|
707 5+57 0.5004 0.38 |Q | | | V|
708 5+58 0.5010 0.38 |Q | | | V|
709 5+59 0.5015 0.38 |Q | | | V|
710 6+ 0 0.5020 0.37 |Q | | | V|
711 6+ 1 0.5025 0.37 |Q | | | V|
712 6+ 2 0.5030 0.37 |Q | | | V|
713 6+ 3 0.5035 0.37 |Q | | | V|
714 6+ 4 0.5040 0.37 |Q | | | V|
715 6+ 5 0.5045 0.36 |Q | | | V|
716 6+ 6 0.5050 0.36 |Q | | | V|
717 6+ 7 0.5055 0.36 |Q | | | V|
718 6+ 8 0.5060 0.36 |Q | | | V
719 --------------------------------------------------- -------------------- 720
721
722
723
724
725
726 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 727 Process from Point /Station 304.000 to Point /Station 305.000 728 **** PIPEFLOW TRAVEL TIME (User specified size ) **** 729 ______________________________________________________________________ 730 Upstream point /station elevation = 521.680 (Ft .) 731 Downstream point /station elevation = 519.940 (Ft .) 732 Pipe length = 20.56 (Ft .) Slope = 0.0846 Manning 's N = 0.013 733 No . of pipes = 1 Required pipe flow = 11.783 (CFS ) 734 Given pipe size = 18.00 (In .)
735 Calculated individual pipe flow = 11.783 (CFS )
736 Normal flow depth in pipe = 7.76 (In .)
737 Flow top width inside pipe = 17.83 (In .)
738 Critical Depth = 15.65 (In .)
739 Pipe flow velocity = 16.17 (Ft /s)
740 Travel time through pipe = 0.02 min .
741 Time of concentration (TC ) = 8.31 min .
742
743
744 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 745 Process from Point /Station 305.000 to Point /Station 305.000 746 **** CONFLUENCE OF MINOR STREAMS ****
747 ______________________________________________________________________ 748 Along Main Stream number : 1 in normal stream number 1 749 Stream flow area = 2.259 (Ac .)
750 Runoff from this stream = 11.783 (CFS )
751 Time of concentration = 8.31 min .
752 Rainfall intensity = 6.077 (In /Hr )
753
754
755 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 756 Process from Point /Station 104.000 to Point /Station 104.000 757 **** USER DEFINED FLOW INFORMATION AT A POINT **** 758 ______________________________________________________________________ 759 User specified 'C' value of 0.790 given for subarea 760 Rainfall intensity (I) = 1.960 (In /Hr ) for a 100.0 year storm 761 User specified values are as follows :
762 TC = 48.00 min . Rain intensity = 1.96 (In /Hr )
763 Total area = 155.500 (Ac .) Total runoff = 240.800 (CFS ) 764
765
766 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 767 Process from Point /Station 104.000 to Point /Station 105.000 768 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
769 ______________________________________________________________________ 770 Depth of flow = 2.406 (Ft .), Average velocity = 2.420 (Ft /s) 771 ******* Irregular Channel Data ***********
772 --------------------------------------------------- -------------- 773 Information entered for subchannel number 1 :
774 Point number 'X' coordinate 'Y' coordinate
775 1 0.00 2.50
776 2 75.00 0.00
777 3 89.00 3.21
778 4 105.20 4.76
779 Manning 's 'N' friction factor = 0.040
780 --------------------------------------------------- -------------- 781 Sub -Channel flow = 240.800 (CFS )
782 ' ' flow top width = 82.688 (Ft .)
783 ' ' velocity = 2.420 (Ft /s)
784 ' ' area = 99.492 (Sq .Ft )
785 ' ' Froude number = 0.389
786
787 Upstream point elevation = 528.920 (Ft .)
788 Downstream point elevation = 528.280 (Ft .)
789 Flow length = 192.000 (Ft .)
790 Travel time = 1.32 min .
791 Time of concentration = 49.32 min .
792 Depth of flow = 2.406 (Ft .)
793 Average velocity = 2.420 (Ft /s)
794 Total irregular channel flow = 240.800 (CFS )
795 Irregular channel normal depth above invert elev . = 2.406 (Ft .) 796 Average velocity of channel (s) = 2.420 (Ft /s)
797
798
799 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 800 Process from Point /Station 701.000 to Point /Station 105.000 801 **** SUBAREA FLOW ADDITION ****
802 ______________________________________________________________________ 803 Rainfall intensity (I) = 1.926 (In /Hr ) for a 100.0 year storm 804 User specified 'C' value of 0.640 given for subarea 805 The area added to the existing stream causes a
806 a lower flow rate of Q = 239.269 (CFS )
807 therefore the upstream flow rate of Q = 240.800 (CFS ) is being used 808 Time of concentration = 49.32 min .
809 Rainfall intensity = 1.926 (In /Hr ) for a 100.0 year storm 810 Effective runoff coefficient used for total area
811 (Q=KCIA ) is C = 0.788 CA = 124.215
812 Subarea runoff = 0.000 (CFS ) for 2.141 (Ac .)
813 Total runoff = 240.800 (CFS ) Total area = 157.641 (Ac .) 814
815
816 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 817 Process from Point /Station 801.000 to Point /Station 105.000 818 **** SUBAREA FLOW ADDITION ****
819 ______________________________________________________________________ 820 Rainfall intensity (I) = 1.926 (In /Hr ) for a 100.0 year storm 821 Decimal fraction soil group A = 0.000
822 Decimal fraction soil group B = 0.000
823 Decimal fraction soil group C = 0.000
824 Decimal fraction soil group D = 1.000
825 [UNDISTURBED NATURAL TERRAIN ]
826 (Permanent Open Space )
827 Impervious value , Ai = 0.000
828 Sub -Area C Value = 0.350
829 The area added to the existing stream causes a
830 a lower flow rate of Q = 239.304 (CFS )
831 therefore the upstream flow rate of Q = 240.800 (CFS ) is being used 832 Time of concentration = 49.32 min .
833 Rainfall intensity = 1.926 (In /Hr ) for a 100.0 year storm 834 Effective runoff coefficient used for total area
835 (Q=KCIA ) is C = 0.788 CA = 124.233
836 Subarea runoff = 0.000 (CFS ) for 0.052 (Ac .)
837 Total runoff = 240.800 (CFS ) Total area = 157.693 (Ac .) 838
839
840 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 841 Process from Point /Station 105.000 to Point /Station 305.000 842 **** PIPEFLOW TRAVEL TIME (User specified size ) **** 843 ______________________________________________________________________ 844 Upstream point /station elevation = 528.270 (Ft .) 845 Downstream point /station elevation = 519.940 (Ft .) 846 Pipe length = 332.00 (Ft .) Slope = 0.0251 Manning 's N = 0.013 847 No . of pipes = 2 Required pipe flow = 240.800 (CFS ) 848 Given pipe size = 66.00 (In .)
849 Calculated individual pipe flow = 120.400 (CFS )
850 Normal flow depth in pipe = 21.35 (In .)
851 Flow top width inside pipe = 61.75 (In .)
852 Critical Depth = 36.56 (In .)
853 Pipe flow velocity = 18.10 (Ft /s)
854 Travel time through pipe = 0.31 min .
855 Time of concentration (TC ) = 49.63 min .
856
857
858 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 859 Process from Point /Station 305.000 to Point /Station 305.000 860 **** CONFLUENCE OF MINOR STREAMS ****
861 ______________________________________________________________________ 862 Along Main Stream number : 1 in normal stream number 2 863 Stream flow area = 157.693 (Ac .)
864 Runoff from this stream = 240.800 (CFS )
865 Time of concentration = 49.63 min .
866 Rainfall intensity = 1.919 (In /Hr )
867 Summary of stream data :
868
869 Stream Flow rate TC Rainfall Intensity
870 No . ( CFS ) ( min ) ( In /Hr )
871
872
873 1 11.783 8.31 6.077
874 2 240.800 49.63 1.919
875 Qmax (1) =
876 1.000 * 1.000 * 11.783 ) +
877 1.000 * 0.167 * 240.800 ) + = 52.090
878 Qmax (2) =
879 0.316 * 1.000 * 11.783 ) +
880 1.000 * 1.000 * 240.800 ) + = 244.520
881
882 Total of 2 streams to confluence :
883 Flow rates before confluence point :
884 11.783 240.800
885 Maximum flow rates at confluence using above data :
886 52.090 244.520
887 Area of streams before confluence :
888 2.259 157.693
889 Results of confluence :
890 Total flow rate = 244.520 (CFS )
891 Time of concentration = 49.628 min .
892 Effective stream area after confluence = 159.952 (Ac .) 893
894
895 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 896 Process from Point /Station 305.000 to Point /Station 306.000 897 **** PIPEFLOW TRAVEL TIME (User specified size ) **** 898 ______________________________________________________________________ 899 Upstream point /station elevation = 519.940 (Ft .) 900 Downstream point /station elevation = 519.320 (Ft .) 901 Pipe length = 84.00 (Ft .) Slope = 0.0074 Manning 's N = 0.013 902 No . of pipes = 2 Required pipe flow = 244.520 (CFS ) 903 Given pipe size = 66.00 (In .)
904 Calculated individual pipe flow = 122.260 (CFS )
905 Normal flow depth in pipe = 30.00 (In .)
906 Flow top width inside pipe = 65.73 (In .)
907 Critical Depth = 36.87 (In .)
908 Pipe flow velocity = 11.64 (Ft /s)
909 Travel time through pipe = 0.12 min .
910 Time of concentration (TC ) = 49.75 min .
911
912
913 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 914 Process from Point /Station 306.000 to Point /Station 306.000 915 **** CONFLUENCE OF MINOR STREAMS ****
916 ______________________________________________________________________ 917 Along Main Stream number : 1 in normal stream number 1 918 Stream flow area = 159.952 (Ac .)
919 Runoff from this stream = 244.520 (CFS )
920 Time of concentration = 49.75 min .
921 Rainfall intensity = 1.916 (In /Hr )
922
923
924 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 925 Process from Point /Station 501.000 to Point /Station 502.000 926 **** USER DEFINED FLOW INFORMATION AT A POINT **** 927 ______________________________________________________________________ 928 User specified 'C' value of 0.670 given for subarea 929 Rainfall intensity (I) = 5.052 (In /Hr ) for a 100.0 year storm 930 User specified values are as follows :
931 TC = 11.06 min . Rain intensity = 5.05 (In /Hr )
932 Total area = 8.629 (Ac .) Total runoff = 11.600 (CFS ) 933
934
935 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 936 Process from Point /Station 503.000 to Point /Station 502.000 937 **** SUBAREA FLOW ADDITION ****
938 ______________________________________________________________________ 939 Rainfall intensity (I) = 5.052 (In /Hr ) for a 100.0 year storm 940 Decimal fraction soil group A = 0.000
941 Decimal fraction soil group B = 0.000
942 Decimal fraction soil group C = 0.000
943 Decimal fraction soil group D = 1.000
944 [INDUSTRIAL area type ]
945 (General Industrial )
946 Impervious value , Ai = 0.950
947 Sub -Area C Value = 0.870
948 Time of concentration = 11.06 min .
949 Rainfall intensity = 5.052 (In /Hr ) for a 100.0 year storm 950 Effective runoff coefficient used for total area
951 (Q=KCIA ) is C = 0.671 CA = 5.820
952 Subarea runoff = 17.804 (CFS ) for 0.044 (Ac .)
953 Total runoff = 29.404 (CFS ) Total area = 8.673 (Ac .) 954
955
956 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 957 Process from Point /Station 802.000 to Point /Station 502.000 958 **** SUBAREA FLOW ADDITION ****
959 ______________________________________________________________________ 960 Rainfall intensity (I) = 5.052 (In /Hr ) for a 100.0 year storm 961 Decimal fraction soil group A = 0.000
962 Decimal fraction soil group B = 0.000
963 Decimal fraction soil group C = 0.000
964 Decimal fraction soil group D = 1.000
965 [UNDISTURBED NATURAL TERRAIN ]
966 (Permanent Open Space )
967 Impervious value , Ai = 0.000
968 Sub -Area C Value = 0.350
969 Time of concentration = 11.06 min .
970 Rainfall intensity = 5.052 (In /Hr ) for a 100.0 year storm 971 Effective runoff coefficient used for total area
972 (Q=KCIA ) is C = 0.670 CA = 5.833
973 Subarea runoff = 0.065 (CFS ) for 0.037 (Ac .)
974 Total runoff = 29.469 (CFS ) Total area = 8.710 (Ac .) 975
976
977 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 978 Process from Point /Station 502.000 to Point /Station 306.000 979 **** PIPEFLOW TRAVEL TIME (User specified size ) **** 980 ______________________________________________________________________ 981 Upstream point /station elevation = 522.270 (Ft .) 982 Downstream point /station elevation = 519.320 (Ft .) 983 Pipe length = 92.00 (Ft .) Slope = 0.0321 Manning 's N = 0.013 984 No . of pipes = 1 Required pipe flow = 29.469 (CFS ) 985 Given pipe size = 30.00 (In .)
986 Calculated individual pipe flow = 29.469 (CFS )
987 Normal flow depth in pipe = 13.22 (In .)
988 Flow top width inside pipe = 29.79 (In .)
989 Critical Depth = 22.20 (In .)
990 Pipe flow velocity = 14.14 (Ft /s)
991 Travel time through pipe = 0.11 min .
992 Time of concentration (TC ) = 11.17 min .
993
994
995 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 996 Process from Point /Station 306.000 to Point /Station 306.000 997 **** CONFLUENCE OF MINOR STREAMS ****
998 ______________________________________________________________________ 999 Along Main Stream number : 1 in normal stream number 2 1000 Stream flow area = 8.710 (Ac .)
1001 Runoff from this stream = 29.469 (CFS )
1002 Time of concentration = 11.17 min .
1003 Rainfall intensity = 5.021 (In /Hr )
1004 Summary of stream data :
1005
1006 Stream Flow rate TC Rainfall Intensity
1007 No . ( CFS ) ( min ) ( In /Hr )
1008
1009
1010 1 244.520 49.75 1.916
1011 2 29.469 11.17 5.021
1012 Qmax (1) =
1013 1.000 * 1.000 * 244.520 ) +
1014 0.382 * 1.000 * 29.469 ) + = 255.764
1015 Qmax (2) =
1016 1.000 * 0.224 * 244.520 ) +
1017 1.000 * 1.000 * 29.469 ) + = 84.364
1018
1019 Total of 2 streams to confluence :
1020 Flow rates before confluence point :
1021 244.520 29.469
1022 Maximum flow rates at confluence using above data :
1023 255.764 84.364
1024 Area of streams before confluence :
1025 159.952 8.710
1026 Results of confluence :
1027 Total flow rate = 255.764 (CFS )
1028 Time of concentration = 49.748 min .
1029 Effective stream area after confluence = 168.662 (Ac .) 1030
1031
1032 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 1033 Process from Point /Station 306.000 to Point /Station 307.000 1034 **** PIPEFLOW TRAVEL TIME (User specified size ) **** 1035 ______________________________________________________________________ 1036 Upstream point /station elevation = 519.320 (Ft .) 1037 Downstream point /station elevation = 518.410 (Ft .) 1038 Pipe length = 92.00 (Ft .) Slope = 0.0099 Manning 's N = 0.013 1039 No . of pipes = 1 Required pipe flow = 255.764 (CFS ) 1040 Given pipe size = 66.00 (In .)
1041 Calculated individual pipe flow = 255.764 (CFS ) 1042 Normal flow depth in pipe = 43.27 (In .)
1043 Flow top width inside pipe = 62.73 (In .)
1044 Critical Depth = 53.47 (In .)
1045 Pipe flow velocity = 15.49 (Ft /s)
1046 Travel time through pipe = 0.10 min .
1047 Time of concentration (TC ) = 49.85 min .
1048
1049
1050 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 1051 Process from Point /Station 307.000 to Point /Station 307.000 1052 **** CONFLUENCE OF MINOR STREAMS ****
1053 ______________________________________________________________________ 1054 Along Main Stream number : 1 in normal stream number 1 1055 Stream flow area = 168.662 (Ac .)
1056 Runoff from this stream = 255.764 (CFS )
1057 Time of concentration = 49.85 min .
1058 Rainfall intensity = 1.913 (In /Hr )
1059
1060
1061 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 1062 Process from Point /Station 601.000 to Point /Station 602.000 1063 **** INITIAL AREA EVALUATION ****
1064 ______________________________________________________________________ 1065 Decimal fraction soil group A = 0.000
1066 Decimal fraction soil group B = 0.000
1067 Decimal fraction soil group C = 0.000
1068 Decimal fraction soil group D = 1.000
1069 [MEDIUM DENSITY RESIDENTIAL ]
1070 (14.5 DU /A or Less )
1071 Impervious value , Ai = 0.500
1072 Sub -Area C Value = 0.630
1073 Initial subarea total flow distance = 107.000 (Ft .) 1074 Highest elevation = 532.000 (Ft .)
1075 Lowest elevation = 528.490 (Ft .)
1076 Elevation difference = 3.510 (Ft .) Slope = 3.280 % 1077 Top of Initial Area Slope adjusted by User to 3.510 % 1078 INITIAL AREA TIME OF CONCENTRATION CALCULATIONS :
1079 The maximum overland flow distance is 90.00 (Ft ) 1080 for the top area slope value of 3.51 %, in a development type of 1081 14.5 DU /A or Less
1082 In Accordance With Figure 3-3
1083 Initial Area Time of Concentration = 5.28 minutes 1084 TC = [1 .8*( 1.1 -C)* distance (Ft .) ^.5)/( % slope^ (1/3)] 1085 TC = [1 .8*( 1.1 -0.6300 )*( 90.000^.5 )/( 3.510^ (1/3)]= 5.28 1086 Rainfall intensity (I) = 8.139 (In /Hr ) for a 100.0 year storm 1087 Effective runoff coefficient used for area (Q=KCIA ) is C = 0.630 1088 Subarea runoff = 0.482 (CFS )
1089 Total initial stream area = 0.094 (Ac .)
1090
1091
1092 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 1093 Process from Point /Station 602.000 to Point /Station 603.000 1094 **** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
1095 ______________________________________________________________________ 1096 Estimated mean flow rate at midpoint of channel = 2.775 (CFS ) 1097 Depth of flow = 0.370 (Ft .), Average velocity = 1.516 (Ft /s) 1098 ******* Irregular Channel Data ***********
1099 --------------------------------------------------- -------------- 1100 Information entered for subchannel number 1 :
1101 Point number 'X' coordinate 'Y' coordinate
1102 1 0.00 0.60
1103 2 20.00 0.13
1104 3 22.00 0.00
1105 4 22.00 0.50
1106 Manning 's 'N' friction factor = 0.015
1107 --------------------------------------------------- -------------- 1108 Sub -Channel flow = 2.775 (CFS )
1109 ' ' flow top width = 12.194 (Ft .)
1110 ' ' velocity = 1.516 (Ft /s)
1111 ' ' area = 1.830 (Sq .Ft )
1112 ' ' Froude number = 0.690
1113
1114 Upstream point elevation = 528.490 (Ft .)
1115 Downstream point elevation = 525.660 (Ft .)
1116 Flow length = 925.000 (Ft .)
1117 Travel time = 10.17 min .
1118 Time of concentration = 15.45 min .
1119 Depth of flow = 0.370 (Ft .)
1120 Average velocity = 1.516 (Ft /s)
1121 Total irregular channel flow = 2.775 (CFS )
1122 Irregular channel normal depth above invert elev . = 0.370 (Ft .) 1123 Average velocity of channel (s) = 1.516 (Ft /s)
1124 Adding area flow to channel
1125 Rainfall intensity (I) = 4.073 (In /Hr ) for a 100.0 year storm 1126 Decimal fraction soil group A = 0.000
1127 Decimal fraction soil group B = 0.000
1128 Decimal fraction soil group C = 0.000
1129 Decimal fraction soil group D = 1.000
1130 [HIGH DENSITY RESIDENTIAL ]
1131 (43.0 DU /A or Less )
1132 Impervious value , Ai = 0.800
1133 Sub -Area C Value = 0.790
1134 Rainfall intensity = 4.073 (In /Hr ) for a 100.0 year storm 1135 Effective runoff coefficient used for total area 1136 (Q=KCIA ) is C = 0.780 CA = 1.227
1137 Subarea runoff = 4.515 (CFS ) for 1.478 (Ac .)
1138 Total runoff = 4.997 (CFS ) Total area = 1.572 (Ac .) 1139 Depth of flow = 0.444 (Ft .), Average velocity = 1.750 (Ft /s) 1140
1141
1142 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 1143 Process from Point /Station 603.000 to Point /Station 603.000 1144 **** SUBAREA FLOW ADDITION ****
1145 ______________________________________________________________________ 1146 Rainfall intensity (I) = 4.073 (In /Hr ) for a 100.0 year storm 1147 Decimal fraction soil group A = 0.000
1148 Decimal fraction soil group B = 0.000
1149 Decimal fraction soil group C = 0.000
1150 Decimal fraction soil group D = 1.000
1151 [INDUSTRIAL area type ]
1152 (Limited Industrial )
1153 Impervious value , Ai = 0.900
1154 Sub -Area C Value = 0.850
1155 Time of concentration = 15.45 min .
1156 Rainfall intensity = 4.073 (In /Hr ) for a 100.0 year storm 1157 Effective runoff coefficient used for total area 1158 (Q=KCIA ) is C = 0.787 CA = 1.365
1159 Subarea runoff = 0.564 (CFS ) for 0.163 (Ac .)
1160 Total runoff = 5.561 (CFS ) Total area = 1.735 (Ac .) 1161
1162
1163 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 1164 Process from Point /Station 603.000 to Point /Station 603.000 1165 **** SUBAREA FLOW ADDITION ****
1166 ______________________________________________________________________ 1167 Rainfall intensity (I) = 4.073 (In /Hr ) for a 100.0 year storm 1168 Decimal fraction soil group A = 0.000
1169 Decimal fraction soil group B = 0.000
1170 Decimal fraction soil group C = 0.000
1171 Decimal fraction soil group D = 1.000
1172 [INDUSTRIAL area type ]
1173 (Limited Industrial )
1174 Impervious value , Ai = 0.900
1175 Sub -Area C Value = 0.850
1176 Time of concentration = 15.45 min .
1177 Rainfall intensity = 4.073 (In /Hr ) for a 100.0 year storm 1178 Effective runoff coefficient used for total area 1179 (Q=KCIA ) is C = 0.794 CA = 1.560
1180 Subarea runoff = 0.793 (CFS ) for 0.229 (Ac .)
1181 Total runoff = 6.354 (CFS ) Total area = 1.964 (Ac .) 1182
1183
1184 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 1185 Process from Point /Station 603.000 to Point /Station 604.000 1186 **** PIPEFLOW TRAVEL TIME (User specified size ) **** 1187 ______________________________________________________________________ 1188 Upstream point /station elevation = 521.420 (Ft .) 1189 Downstream point /station elevation = 520.730 (Ft .) 1190 Pipe length = 69.00 (Ft .) Slope = 0.0100 Manning 's N = 0.013 1191 No . of pipes = 1 Required pipe flow = 6.354 (CFS ) 1192 Given pipe size = 18.00 (In .)
1193 Calculated individual pipe flow = 6.354 (CFS )
1194 Normal flow depth in pipe = 10.10 (In .)
1195 Flow top width inside pipe = 17.86 (In .)
1196 Critical Depth = 11.69 (In .)
1197 Pipe flow velocity = 6.23 (Ft /s)
1198 Travel time through pipe = 0.18 min .
1199 Time of concentration (TC ) = 15.63 min .
1200
1201
1202 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 1203 Process from Point /Station 604.000 to Point /Station 307.000 1204 **** PIPEFLOW TRAVEL TIME (User specified size ) **** 1205 ______________________________________________________________________ 1206 Upstream point /station elevation = 520.730 (Ft .) 1207 Downstream point /station elevation = 518.410 (Ft .) 1208 Pipe length = 204.00 (Ft .) Slope = 0.0114 Manning 's N = 0.013 1209 No . of pipes = 1 Required pipe flow = 6.354 (CFS ) 1210 Given pipe size = 27.00 (In .)
1211 Calculated individual pipe flow = 6.354 (CFS )
1212 Normal flow depth in pipe = 8.03 (In .)
1213 Flow top width inside pipe = 24.68 (In .)
1214 Critical Depth = 10.31 (In .)
1215 Pipe flow velocity = 6.42 (Ft /s)
1216 Travel time through pipe = 0.53 min .
1217 Time of concentration (TC ) = 16.16 min .
1218
1219
1220 +++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ 1221 Process from Point /Station 307.000 to Point /Station 307.000 1222 **** CONFLUENCE OF MINOR STREAMS ****
1223 ______________________________________________________________________ 1224 Along Main Stream number : 1 in normal stream number 2 1225 Stream flow area = 1.964 (Ac .)
1226 Runoff from this stream = 6.354 (CFS )
1227 Time of concentration = 16.16 min .
1228 Rainfall intensity = 3.956 (In /Hr )
1229 Summary of stream data :
1230
1231 Stream Flow rate TC Rainfall Intensity
1232 No . ( CFS ) ( min ) ( In /Hr )
1233
1234
1235 1 255.764 49.85 1.913
1236 2 6.354 16.16 3.956
1237 Qmax (1) =
1238 1.000 * 1.000 * 255.764 ) +
1239 0.484 * 1.000 * 6.354 ) + = 258.836
1240 Qmax (2) =
1241 1.000 * 0.324 * 255.764 ) +
1242 1.000 * 1.000 * 6.354 ) + = 89.281
1243
1244 Total of 2 streams to confluence :
1245 Flow rates before confluence point :
1246 255.764 6.354
1247 Maximum flow rates at confluence using above data :
1248 258.836 89.281
1249 Area of streams before confluence :
1250 168.662 1.964
1251 Results of confluence :
1252 Total flow rate = 258.836 (CFS )
1253 Time of concentration = 49.847 min .
1254 Effective stream area after confluence = 170.626 (Ac .) 1255 End of computations , total study area = 170.626 (Ac .) 1256
1257
1258

6c. CivilD Mitigated Post-Development Q100 Calculations

ATTACHMENT 7

CITY OF SAN MARCOS LAND USE PLAN

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k
k
k
k
k
k
k
k
k
k
k
k
kk
k
kk
kk
k
k
kkk
kk
k
k
k
k
k
k
k
k
kkkkkk
kkkk
k
kkkkk
!(S
!(S
!(S
!(S
!(P
!(P
!(P
!(P
!(P
!(P
!(P
!(P
!(P
!(P!(P
!(F
!(P
!(P
!(P
FIGURE 2-5
City of San Marcos
Land Use Plan
Miles

10.50.25 0
22 LAND USE AND

COMMUNITY DESIGN ELEMENT
Path: X:\Projects\GeneralPlan\Maps\DocumentMaps\GISMaps\Fig2-5_LandUsePlanLegend.mxd Last Updated: 10/22/2013 General Plan Planned Land Use Types
Agricultural/Residential
Residential
Mixed Use
Commercial
Commercial, C
Neighborhood Commercial, NC
Office Professional, OP
Industrial
Business Park, BP
Light Industrial, LI
Industrial, I
Public/Institutional
Public/Institutional, PI
Recreation
Parks, P
Open Space, OS
Specific Plan Area (SPA)
Note 1: Contact the County of San Diego Land Use & Planning Department to verify the "County Land Use Designations" for all properties that fall within the San Marco Sphere of Influence.

Note 2: Refer to Appendix D, Figure D-4 regarding the color coded properties represented on an exhibit portraying a “snap shot” in time where each recognized “transitional zone” property is located. Each property shall ultimately be removed from this exhibit pending a Rezone approval matching the adopted General Plan Land Use designation as represented on Figure 2-5.

Agricultural/Residential, AG (0.125 - 1 du/ac)
County Rural Residential, COUNTY RR
Hillside Residential 1, HR1 (0.05 - 0.25 du/ac)
Hillside Residential 2, HR2 (0.25 - 0.5 du/ac)
Rural Residential, RR (1 - 2 du/ac)
Very Low Density Residential, VLDR (2.1 - 4.0 du/ac)
Low Density Residential, LDR (4.1 - 8.0 du/ac)
Low Medium Density Residential, LMDR
(8.1 - 12.0 du/ac)
Medium Density Residential 1, MDR1 (12.1 - 15.0 du/ac)
Medium Density Residential 2, MDR2 (15.1 - 20.0 du/ac)
Medium High Density Residential, MHDR (20.1 - 30.0 du/ac) Mixed Use 1, MU1 (20.1 - 30.0 du/ac)
Mixed Use 3, MU3
Mixed Use 4, MU4
High Density Residential, HDR (30.1 - 45.0 du/ac)
Mixed Use 2, MU2 (30.1 - 45 du/ac)
k Identifies Land Use Special Conditions areas
as it applies to specific parcels, refer
to Appendix D, Table D-2 for details on those
special conditions
San Marcos City Limits
Sphere of Influence
Planning Area
Major Hydrologic Features
Creeks
Railroad
Freeway
Highway
Major Road
Minor Road
!(F Future Fire Station
!(S Future School
Future Park
!(H Future Floating Hotel
Specific Plan Area (SPA)
Specific Plan Area, SPA (For more information
regarding specific plans, refer to Figure 2-3 and
Appendix D, Table D-3 in General Plan
"(P
SOURCES OF DATA:

City of San Marcos 3/13 and AECOM, 12/11
Every eﬀort has been made to assure the accuracy of the maps and data provided; however, some information may not be accurate or current. The City of San Marcos assumes no responsibility arising from use of this information and incorporates by reference its disclaimer regarding the lack of any warranties, whether expressed or implied, concerning the use of the same. For additional information, see the Disclaimer of the City’s website.

Page 2 ends

San Marcos City CouncilJune 25, 2024

San Marcos City Council
June 25, 2024