Attachment G - Appendix F - Drainage Report — San Marcos City Council, December 9, 2025

ATTACHMENT G
UDSP EIR 2025 ADDENDUM - APPENDIX F -

DRAINAGE REPORT

APPENDIX F
Drainage Report
PRELIMINARY DRAINAGE STUDY:

CUBESMART SELF STORAGE
CUP24-0005

SAN MARCOS, CA
Prepared for:

CARMEL ENTERPRISE, LLC.
5550 Carmel Mountain Road, Suite 204
San Diego, CA 92130
Prepared by:

STEVENS CRESTO ENGINEERS
9665 Chesapeake Drive, Suite 200
San Diego, CA 92123
Date: 3/14/2025
SCE Project: 13003.85
STEVENS CRESTO ENGINEERS 2025

Preliminary Drainage Study for:

CUP24-0005

SCE Project No. 13003.85

TABLE OF CONTENTS

TOPIC SECTION

PROJECT DESCRIPTION .................................................................................................................................. 1

VICINITY MAP ....................................................................................................................................................... 2

PRE-PROJECT HYDROLOGY ......................................................................................................................... 3

POC 1 Reference: Excerpts from the Rough Grade Condition Drainage Study for Campus Pointe, Dated January 2022

Exhibit A-1: Pre-Project Drainage Basins (Reference) 3-1

Exhibit A-2: Pre-Project Drainage Basins (11” X 17” Reduction) 3-2

Exhibit B: Pre-Project Runoff Coefficients 3-3

Pre-Project AES Calculations 3-4

Hydrologic Soil Group 3-5

POST-PROJECT HYDROLOGY ..................................................................................................................... 4

Exhibit C: Post-Project Drainage Basins (11” X 17” Reduction) 4-1

Exhibit D: Post-Project Runoff Coefficients 4-2

Post-Project AES Calculations 4-3

PRELIMINARY DETENTION CALCULATIONS ......................................................................................... 5

SAN DIEGO COUNTY HYDROLOGY MANUAL REFERENCES ........................................................ 6

DRAINAGE EXHIBIT (FULL SIZE) ..................................................................................................... ... 7

Exhibit A-2: Pre-Project Drainage Basins

Exhibit C: Post-Project Drainage Basins

Preliminary Drainage Study for:

CUP24-0005

SCE Project No. 13003.85
SECTION 1

PROJECT DESCRIPTION

Purpose
This study supports the development of the Cubesmart Self Storage project, located along the south side of East Carmel Street, north of Enterprise Street, and east of the North County Transit District’s Sprinter light rail system.

The Cubesmart Self Storage project is approximately 2.9 acres and consists of buildings for commercial storage in addition to surface improvements and utilities associated with development. The project proposes two underground detention systems (UD-1 and UD-2) for 100-year peak flow and hydromodification mitigation. This study will calculate flow rates at POC1 (Point of Compliance) to ensure the proposed project flow rates will not exceed pre-project flow rates. See the Project’s Storm Water Quality Management Plan (SWQMP) for pollutant control mitigation calculations and requirements.

Hydrologic Soil Group
Per USDA Web Soil Survey, the dominant hydrologic soil group is Type C. See referenced exhibit in Section 3-5.

Rational Method
Runoff generated by the project site is calculated for a 100-year peak design storm, using the Modified Rational Method.

Runoff was calculated using the Modified Rational Method Equation: Q = C * i * A

Q = flow rate in cubic feet per second (cfs)
C = runoff coefficient
i = rainfall intensity in inches per hour (in/hr)
A = drainage area in acres (ac)

Modified Rational Method calculations were performed using the Advanced Engineering Software (AES) 2016 computer software. To perform the hydrology routing, the total watershed area was divided into major drainage basins and the primary point of compliance (POC) was identified. The drainage basins were then broken down into smaller drainage areas tributary to a common collection point or POC. The drainage areas were then broken down into smaller sub-basins tributary to specific localized nodes of analysis. Key parameters were then inputted into AES to develop a nodal analysis and calculate project peak runoff flow rates.

Runoff Coefficient
Runoff coefficients were determined for post-project conditions. The runoff coefficients were calculated using Table 3-1 Runoff Coefficient for Urban Areas in SDCHM, which is included in Section 6 for reference. A runoff coefficient of 0.90 was used for fully impervious areas such as roads and drive aisles, and a runoff coefficient of 0.30 was used for fully pervious landscape areas in Soil Group C. Runoff coefficient exhibit and calculations are found in Section 4-3 for post-project.

Preliminary Drainage Study for:

CUP24-0005

SCE Project No. 13003.85
Rainfall Intensity
The 6-hour and 24-hour precipitation isopluvial ma ps in the SDCHM are used to determine the 6-hour precipitation (P6) storm duration needed to calculate the rainfall intensity based on Figure 3-1. The project uses a P6 of 3.3 inches for the hydrology analysis. See the Appendices in Section 6 for the references from SDCHM.

Conclusion
This report provides a hydrologic analysis of the pre-project and post-project condition for the Cubesmart Self Storage project and conforms to the 100-yr peak flow POC 1. For water quality calculations, see the project SWQMP. See Table 1 below for a hydrology summary.

TABLE 1: PROJECT HYDROLOGY SUMMARY
Area T c Q 100 Area T c Q100,UNDETAINED Q100,DETAINED
(acres) (min) (cfs) (acres) (min) (cfs) (cfs)
POC 1 2.9 9.8 6.0 2.9 9.9 14.9 5.3
Existing Condition

OUTFALL
Proposed Condition

Preliminary Drainage Study for:

CUP24-0005

SCE Project No. 13003.85
SECTION 2

VICINITY MAP

Preliminary Drainage Study for:

CUP24-0005

SCE Project No. 13003.85
SECTION 3

PRE-PROJECT HYDROLOGY

The Cubesmart Self Storage project was previously analyzed in studies associated with the Rough Grade Condition Drainage Study for Campus Pointe (Campus Pointe Drainage Study), dated January 2022 and the Precise Grade Condition Drainage Study for Enterprise Affordable Housing, dated September 2024 (GP 24-00021, IP 24-00013). The project is currently composed of a rough graded pad per GP21-00004. The Campus Pointe Drainage Study analyzed the pre-project condition of the project area and established a 10.93 CFS 100-year pre-project flow rate. In the pre-project condition, the 100-year pre-project flow rate consists of 4.91 CFS of run-on from the Enterprise Affordable Housing unit. Therefore a 100-year pre-project flow rate of 6.02 CFS from Cubesmart Self Storage shall be maintained.

See Section 3 for the exhibit from the approved Drainage Study. The current rough graded condition discharges a total of 10.07 CFS at POC1 and complies with the pre-project flow rate. See Section 3 for the exhibit from the approved Drainage Study. There is 600.8 CFS of run-on that flows through the project via existing double 6’x5’ culverts and double 72” RCP storm drains constructed per IP21-00005. Ultimate development will comply with the existing 10.93 CFS pre-project flow rate condition to prevent impact to downstream systems. See Table 2 below for a pre-project hydrology summary.

TABLE 2: PRE-PROJECT HYDROLOGY SUMMARY
Area T c Q100
(acres) (min) (cfs)
POC 1 2.9 9.8 6.0
Pre-Project Condition

OUTFALL

Preliminary Drainage Study for:

CUP24-0005

SCE Project No. 13003.85
POC 1 References: Excerpts from the Rough Grade Condition Drainage Study for Campus Pointe, Dated January 2022.

REFERENCED FROM THE ROUGH GRADE CONDITION DRAINAGE STUDY FOR CAMPUS POINTE, DATED JANUARY 2022 FROM PLSA.

NTS
Preliminary Drainage Study for:

CUP24-0005

SCE Project No. 13003.85
SECTION 3-1

EXHIBIT A-1: PRE-PROJECT DRAINAGE BASINS (REFERENCE)

A-1
A-1
PRE

CUBESMART SELF STORAGE
REFERENCED FROM THE PRECISE GRADE CONDITION DRAINAGE STUDY FOR ENTERPRISE AFFORDABLE HOUSING, DATED SEPTEMBER 2024. (GP 24-00021, IP 24-00013) Preliminary Drainage Study for:

CUP24-0005

SCE Project No. 13003.85
SECTION 3-2

EXHIBIT A-2: PRE-PROJECT DRAINAGE BASINS
(11” X 17” Reduction)

Preliminary Drainage Study for:

CUP24-0005

SCE Project No. 13003.85
SECTION 3-3

EXHIBIT B: PRE-PROJECT RUNOFF COEFFICIENTS

Preliminary Drainage Study for:

CUP24-0005

SCE Project No. 13003.85
SECTION 3-4

PRE-PROJECT AES CALCULATIONS

____________________________________________________________________________ ****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE

Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT

2003,1985,1981 HYDROLOGY MANUAL

Ver. 23.0 Release Date: 07/01/2016 License ID 1452

Analysis prepared by:

PASCO LARET SUITER & ASSOCIATES

535 NORTH HIGHWAY 101, STE A

SOLANA BEACH, CA 92075

858
-
259
-
8212

************************** DESCRIPTION OF STUDY ************************** * 2413 CAMPUS POINTE * * EXISTING CONDITION * * 100
-
YR *

**************************************************************************

FILE NAME: 2413E00.DAT

TIME/DATE OF STUDY: 16:02 02/17/2021
----------------------------------------------------------------------------

USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------

2003 SAN DIEGO MANUAL CRITERIA

USER SPECIFIED STORM EVENT(YEAR) = 100.00

6 -
HOUR DURATION PRECIPITATION (INCHES) = 3.300

SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00

SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95

SAN DIEGO HYDROLOGY MANUAL "C"
-

VALUES USED FOR RATIONAL METHOD

NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS

*USER
-

DEFINED STREET
-
SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*

HALF
-

CROWN TO STREET
-
CROSSFALL: CURB GUTTER
-
GEOMETRIES: MANNING

WIDTH CROSSFALL IN
-

/ OUT
-
/PARK
-

HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== =======

1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150

2 15.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0100 0.125 0.0180

GLOBAL STREET FLOW
-
DEPTH CONSTRAINTS:

1. Relative Flow
-
Depth = 0.00 FEET

as (Maximum Allowable Street Flow Depth)
-
(Top
-
of
-
Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)

*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN

OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
****************************************************************************

FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = 21 ----------------------------------------------------------------------------

>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

*USER SPECIFIED(SUBAREA):

USER
-
SPECIFIED RUNOFF COEFFICIENT = .3300

S.C.S. CURVE NUMBER (AMC II) = 0

INITIAL SUBAREA FLOW
-
LENGTH(FEET) = 144.00
1 REFERENCED FROM THE ROUGH GRADE CONDITION DRAINAGE STUDY FOR CAMPUS POINTE, DATED JANUARY 2022 FROM PLSA.

UPSTREAM ELEVATION(FEET) = 616.00

DOWNSTREAM ELEVATION(FEET) = 602.50

ELEVATION DIFFERENCE(FEET) = 13.50

SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.574

WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN

THE MAXIMUM OVERLAND FLOW LENGTH = 100.00

(Reference: Table 3
-
1B of Hydrology Manual)

THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION!

100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.288

SUBAREA RUNOFF(CFS) = 0.43

TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.43 ****************************************************************************

FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE = 51 ----------------------------------------------------------------------------

>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<

>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================

ELEVATION DATA: UPSTREAM(FEET) = 602.50 DOWNSTREAM(FEET) = 583.00

CHANNEL LENGTH THRU SUBAREA(FEET) = 570.00 CHANNEL SLOPE = 0.0342

CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 3.000

MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00

100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.632

*USER SPECIFIED(SUBAREA):

USER
-
SPECIFIED RUNOFF COEFFICIENT = .3100

S.C.S. CURVE NUMBER (AMC II) = 0

TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.84

TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.94

AVERAGE FLOW DEPTH(FEET) = 0.19 TRAVEL TIME(MIN.) = 3.23

Tc(MIN.) = 9.80

SUBAREA AREA(ACRES) = 6.07 SUBAREA RUNOFF(CFS) = 10.60

AREA
-
AVERAGE RUNOFF COEFFICIENT = 0.311

TOTAL AREA(ACRES) = 6.3 PEAK FLOW RATE(CFS) = 10.93

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.28 FLOW VELOCITY(FEET/SEC.) = 3.64

LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 714.00 FEET. ============================================================================

END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 6.3 TC(MIN.) = 9.80

PEAK FLOW RATE(CFS) = 10.93
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS
2 QPRE-PROJECT

REFERENCED FROM THE ROUGH GRADE CONDITION DRAINAGE STUDY FOR CAMPUS POINTE, DATED JANUARY 2022 FROM PLSA.

Preliminary Drainage Study for:

CUP24-0005

SCE Project No. 13003.85
SECTION 3-5

HYDROLOGIC SOIL GROUP

Hydrologic Soil Group—San Diego County Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
9/11/2024

Page 1 of 4 ends

3666420 3666460 3666500 3666540 3666580 3666620 3666660 3666420 3666460 3666500 3666540 3666580 3666620 3666660 485270 485310 485350 485390 485430 485470 485510 485550 485590 485630 485270 485310 485350 485390 485430 485470 485510 485550 485590 485630 33° 8' 19'' N
117° 9' 29'' W
33° 8' 19'' N
117° 9' 14'' W
33° 8' 10'' N
117° 9' 29'' W
33° 8' 10'' N
117° 9' 14'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 50 100 200 300
Feet
0 25 50 100 150
Meters
Map Scale: 1:1,820 if printed on A landscape (11" x 8.5") 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 19, Aug 30, 2023
Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

Date(s) aerial images were photographed: Mar 14, 2022—Mar 17, 2022
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
9/11/2024

Page 2 of 4 ends

Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI PeC Placentia sandy loam, 2
to 9 percent slopes,
warm MAAT, MLRA
19 C 8.0 98.7%
VaB Visalia sandy loam, 2 to
5 percent slopes
A 0.1 1.3%
Totals for Area of Interest 8.2 100.0%
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.

Hydrologic Soil Group—San Diego County Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
9/11/2024

Page 3 of 4 ends

Preliminary Drainage Study for:

CUP24-0005

SCE Project No. 13003.85

SECTION 4

POST-PROJECT HYDROLOGY

The Cubesmart Self Storage post-project condition maintains pre-project drainage patterns and flow rates. Flow generated onsite will be captured and conveyed via a private storm drain system into the proposed underground detention systems UD-1 and UD-2. UD- 1 and UD-2 will provide 100-year design flow mitigation for POC 1.

The analysis in this section demonstrates that peak flow rate generated by the proposed project is in conformance with the pre-project flow rate. This analysis is conceptual and simplified for a discretionary purpose. At final engineering, a detailed analysis will be provided. See Table 4 below for the post-project hydrology summary.

TABLE 4: POST-PROJECT HYDROLOGY SUMMARY
Area Tc Q100,UNDETAINED Q100,DETAINED
(acres) (min) (cfs) (cfs)
POC 1 2.9 9.9 14.9 5.3

OUTFALL
Post-Project Condition
Preliminary Drainage Study for:

CUP24-0005

SCE Project No. 13003.85
SECTION 4-1

EXHIBIT C – POST-PROJECT DRAINAGE BASINS
(11” X 17” REDUCTION)

Preliminary Drainage Study for:

CUP24-0005

SCE Project No. 13003.85
SECTION 4-2

EXHIBIT D: POST-PROJECT RUNOFF COEFFICIENTS

Post-Project Runoff Coefficients
Basin AT (Ac.) A0.90 (Ac.) A0.30(Ac.) C Remarks
A1 0.11 0.11 0.90 Impervious Surface
A2 0.06 0.06 0.30 Pervious Surface
A3 0.11 0.11 0.90 Impervious Surface
A4 0.11 0.11 0.90 Impervious Surface
A5 0.11 0.11 0.90 Impervious Surface
A6 0.11 0.11 0.90 Impervious Surface
A7 0.28 0.28 0.90 Building
A8 0.19 0.19 0.01 0.88 Mixed Land Use
A9 0.14 0.14 0.00 0.89 Mixed Land Use
A10 0.52 0.52 0.90 Building
A11 0.31 0.30 0.01 0.88 Mixed Land Use
A12 0.49 0.49 0.30 Pervious Surface
A13 0.10 0.09 0.01 0.86 Mixed Land Use
A14 0.13 0.13 0.30 Pervious Surface
A15 0.02 0.01 0.01 0.68 Mixed Land Use
A16 0.08 0.08 0.30 Pervious Surface
A17 0.03 0.03 0.30 Pervious Surface
TOTAL 2.90 0.73
Assumptions:
1) Three land use types exist on site:

Impervious Surface (C-Value = 0.90)
Pervious Surface (C-Value = 0.30)

C-VALUE DETERMINATION
2) C-Values have been determined using Table 3-1 from the San Diego County WEIGHTED AVG:
13003.85 POSTPROJECT_C VALUE
Preliminary Drainage Study for:

CUP24-0005

SCE Project No. 13003.85
SECTION 4-3

POST-PROJECT AES CALCULATIONS

Preliminary Drainage Study for:

CUP24-0005

SCE Project No. 13003.85
UNDETAINED HYDROLOGY ROUTING – POC 1
____________________________________________________________________________ ****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1662

Analysis prepared by:

STEVENS CRESTO ENGINEERING, INC.
9665 CHESAPEAKE DRIVE, SUITE 200
SAN DIEGO, CA 92123
PH: 858.694.5660 FAX: 858.694.5661

************************** DESCRIPTION OF STUDY ************************** * CUBESMART SELF STORAGE * * POSTPROJECT HYDROLOGY POC1 * * 100YR DESIGN STORM - UNDETAINED * **************************************************************************

FILE NAME: CUBEPOSU.DAT
TIME/DATE OF STUDY: 09:06 01/21/2025
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA

USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 3.300
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

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

GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*

**************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):

STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00
UPSTREAM ELEVATION(FEET) = 603.98
DOWNSTREAM ELEVATION(FEET) = 602.90
ELEVATION DIFFERENCE(FEET) = 1.08
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.969
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.695
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 0.39
TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.39

**************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0280
STREET LENGTH(FEET) = 65.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 43.00

DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020

SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200

**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.63 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.20
HALFSTREET FLOOD WIDTH(FEET) = 3.44
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.65
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.52
STREET FLOW TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 2.38 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.695
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
*USER SPECIFIED(SUBAREA):

STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.900
SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.47 TOTAL AREA(ACRES) = 0.1 PEAK FLOW RATE(CFS) = 0.86

END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 4.43 FLOW VELOCITY(FEET/SEC.) = 2.74 DEPTH*VELOCITY(FT*FT/SEC.) = 0.59 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 115.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.695
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
*USER SPECIFIED(SUBAREA):

URBAN NEWLY GRADED AREAS RUNOFF COEFFICIENT = .3000
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.6882
SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.16 TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = 1.02 TC(MIN.) = 2.38

**************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 104.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 101.29 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.56
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.02
PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 2.85
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 216.29 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.695
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
*USER SPECIFIED(SUBAREA):

STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.7714
SUBAREA AREA(ACRES) = 0.11 SUBAREA RUNOFF(CFS) = 0.86 TOTAL AREA(ACRES) = 0.3 TOTAL RUNOFF(CFS) = 1.88 TC(MIN.) = 2.85

**************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 102.67 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.24
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.88
PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 3.26
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 318.96 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.695
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
*USER SPECIFIED(SUBAREA):

STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8077
SUBAREA AREA(ACRES) = 0.11 SUBAREA RUNOFF(CFS) = 0.86 TOTAL AREA(ACRES) = 0.4 TOTAL RUNOFF(CFS) = 2.74 TC(MIN.) = 3.26

**************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 102.67 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.72
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.74
PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 3.62
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 421.63 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.695
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
*USER SPECIFIED(SUBAREA):

STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8280
SUBAREA AREA(ACRES) = 0.11 SUBAREA RUNOFF(CFS) = 0.86 TOTAL AREA(ACRES) = 0.5 TOTAL RUNOFF(CFS) = 3.60 TC(MIN.) = 3.62

**************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 102.67 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.08
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.60
PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 3.96
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 107.00 = 524.30 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.695
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
*USER SPECIFIED(SUBAREA):

STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8410
SUBAREA AREA(ACRES) = 0.11 SUBAREA RUNOFF(CFS) = 0.86 TOTAL AREA(ACRES) = 0.6 TOTAL RUNOFF(CFS) = 4.46 TC(MIN.) = 3.96

**************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 148.49 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.37
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.46
PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 4.42
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 672.79 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.695
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
*USER SPECIFIED(SUBAREA):

NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3000
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.7783
SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.21 TOTAL AREA(ACRES) = 0.7 TOTAL RUNOFF(CFS) = 4.67 TC(MIN.) = 4.42

STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8800 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8002
SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 1.45 TOTAL AREA(ACRES) = 0.9 TOTAL RUNOFF(CFS) = 6.12 TC(MIN.) = 4.42

**************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 110.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 41.85 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.80
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.12
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 4.54
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 714.64 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 4.54
RAINFALL INTENSITY(INCH/HR) = 8.69
TOTAL STREAM AREA(ACRES) = 0.88
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.12

**************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 112.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):

GENERAL COMMERCIAL RUNOFF COEFFICIENT = .9000
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00
UPSTREAM ELEVATION(FEET) = 604.50
DOWNSTREAM ELEVATION(FEET) = 604.00
ELEVATION DIFFERENCE(FEET) = 0.50
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.546
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.695
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 0.39
TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.39

**************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 111.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ CHANNEL LENGTH THRU SUBAREA(FEET) = 70.00
REPRESENTATIVE CHANNEL SLOPE = 0.0100
CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.695
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
*USER SPECIFIED(SUBAREA):

GENERAL COMMERCIAL RUNOFF COEFFICIENT = .9000
S.C.S. CURVE NUMBER (AMC II) = 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.29 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.41 AVERAGE FLOW DEPTH(FEET) = 0.10 TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 3.38
SUBAREA AREA(ACRES) = 0.23 SUBAREA RUNOFF(CFS) = 1.80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.900
TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 2.19

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.12 FLOW VELOCITY(FEET/SEC.) = 1.56 LONGEST FLOWPATH FROM NODE 113.00 TO NODE 111.00 = 120.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.695
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
*USER SPECIFIED(SUBAREA):

STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8900 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8967
SUBAREA AREA(ACRES) = 0.14 SUBAREA RUNOFF(CFS) = 1.08 TOTAL AREA(ACRES) = 0.4 TOTAL RUNOFF(CFS) = 3.27 TC(MIN.) = 3.38

**************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 110.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 11.25 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.95
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.27
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 3.41
LONGEST FLOWPATH FROM NODE 113.00 TO NODE 110.00 = 131.25 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 3.41
RAINFALL INTENSITY(INCH/HR) = 8.69
TOTAL STREAM AREA(ACRES) = 0.42
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.27

** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 6.12 4.54 8.695 0.88
2 3.27 3.41 8.695 0.42

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

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 7.88 3.41 8.695
2 9.40 4.54 8.695

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 9.40 Tc(MIN.) = 4.54
TOTAL AREA(ACRES) = 1.3
UD1 QIN
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 714.64 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 109.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 26.87 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.24
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.40
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 4.61
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 741.51 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.695
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
*USER SPECIFIED(SUBAREA):

NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3000
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.6859
SUBAREA AREA(ACRES) = 0.49 SUBAREA RUNOFF(CFS) = 1.28 TOTAL AREA(ACRES) = 1.8 TOTAL RUNOFF(CFS) = 10.68 TC(MIN.) = 4.61

**************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 4.61
RAINFALL INTENSITY(INCH/HR) = 8.69
TOTAL STREAM AREA(ACRES) = 1.79
PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.68

**************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS:

TC(MIN) = 9.74 RAIN INTENSITY(INCH/HOUR) = 5.66
TOTAL AREA(ACRES) = 3.23 TOTAL RUNOFF(CFS) = 4.91

**************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2

RUNON FROM

ENTERPRISE

AFFORDABLE

HOUSING
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 9.74
RAINFALL INTENSITY(INCH/HR) = 5.66
TOTAL STREAM AREA(ACRES) = 3.23
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.91

** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 10.68 4.61 8.695 1.79
2 4.91 9.74 5.655 3.23

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

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 13.00 4.61 8.695
2 11.85 9.74 5.655

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 13.00 Tc(MIN.) = 4.61
TOTAL AREA(ACRES) = 5.0
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 741.51 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 200.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 62.56 MANNING'S N = 0.013

ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.36
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.00
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 4.75
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 200.00 = 804.07 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================

**************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 151.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):

NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3000
S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 55.00
UPSTREAM ELEVATION(FEET) = 614.50
DOWNSTREAM ELEVATION(FEET) = 611.50
ELEVATION DIFFERENCE(FEET) = 3.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.067
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.675
SUBAREA RUNOFF(CFS) = 0.12
TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.12

**************************************************************************** FLOW PROCESS FROM NODE 151.00 TO NODE 152.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ CHANNEL LENGTH THRU SUBAREA(FEET) = 197.40
REPRESENTATIVE CHANNEL SLOPE = 0.0320
CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 2.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.963
*USER SPECIFIED(SUBAREA):

NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3000
S.C.S. CURVE NUMBER (AMC II) = 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.20 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.33 AVERAGE FLOW DEPTH(FEET) = 0.17 TRAVEL TIME(MIN.) = 0.99 Tc(MIN.) = 7.05
SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.17 AREA-AVERAGE RUNOFF COEFFICIENT = 0.300
TOTAL AREA(ACRES) = 0.1 PEAK FLOW RATE(CFS) = 0.27

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.20 FLOW VELOCITY(FEET/SEC.) = 3.55 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 152.00 = 252.40 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 152.00 TO NODE 158.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 21.81 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.43
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.27
PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 7.20
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 158.00 = 274.21 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 158.00 TO NODE 158.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.870
*USER SPECIFIED(SUBAREA):

NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3000
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3000
SUBAREA AREA(ACRES) = 0.03 SUBAREA RUNOFF(CFS) = 0.06 TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = 0.33 TC(MIN.) = 7.20

STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8600 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.5154
SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.59 TOTAL AREA(ACRES) = 0.3 TOTAL RUNOFF(CFS) = 0.92 TC(MIN.) = 7.20

**************************************************************************** FLOW PROCESS FROM NODE 158.00 TO NODE 153.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 32.47 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.44
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.92
PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 7.36
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 153.00 = 306.68 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 153.00 TO NODE 153.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.775
*USER SPECIFIED(SUBAREA):

STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .6800 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.5271
SUBAREA AREA(ACRES) = 0.02 SUBAREA RUNOFF(CFS) = 0.09 TOTAL AREA(ACRES) = 0.3 TOTAL RUNOFF(CFS) = 1.00 TC(MIN.) = 7.36

**************************************************************************** FLOW PROCESS FROM NODE 153.00 TO NODE 154.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 65.86 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.54
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.00
PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 7.67
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 154.00 = 372.54 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 154.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 7.67
RAINFALL INTENSITY(INCH/HR) = 6.60
TOTAL STREAM AREA(ACRES) = 0.28
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.00

**************************************************************************** FLOW PROCESS FROM NODE 156.00 TO NODE 155.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):

SUBAREA RUNOFF(CFS) = 0.39
TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.39

**************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 157.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ CHANNEL LENGTH THRU SUBAREA(FEET) = 71.00
REPRESENTATIVE CHANNEL SLOPE = 0.0100
CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.695
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
*USER SPECIFIED(SUBAREA):

GENERAL COMMERCIAL RUNOFF COEFFICIENT = .9000
S.C.S. CURVE NUMBER (AMC II) = 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.23 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.59 AVERAGE FLOW DEPTH(FEET) = 0.12 TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = 3.29
SUBAREA AREA(ACRES) = 0.47 SUBAREA RUNOFF(CFS) = 3.68 AREA-AVERAGE RUNOFF COEFFICIENT = 0.900
TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 4.07

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.15 FLOW VELOCITY(FEET/SEC.) = 1.83 LONGEST FLOWPATH FROM NODE 156.00 TO NODE 157.00 = 121.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 157.00 TO NODE 157.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 8.695
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.
*USER SPECIFIED(SUBAREA):

STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8800 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8925
SUBAREA AREA(ACRES) = 0.31 SUBAREA RUNOFF(CFS) = 2.37 TOTAL AREA(ACRES) = 0.8 TOTAL RUNOFF(CFS) = 6.44 TC(MIN.) = 3.29

**************************************************************************** FLOW PROCESS FROM NODE 157.00 TO NODE 154.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 12.28 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.86
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.44
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 3.33
LONGEST FLOWPATH FROM NODE 156.00 TO NODE 154.00 = 133.28 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 154.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 3.33
RAINFALL INTENSITY(INCH/HR) = 8.69
TOTAL STREAM AREA(ACRES) = 0.83
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.44

** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 1.00 7.67 6.597 0.28
2 6.44 3.33 8.695 0.83

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

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 6.87 3.33 8.695
2 5.89 7.67 6.597

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 6.87 Tc(MIN.) = 3.33
TOTAL AREA(ACRES) = 1.1
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 154.00 = 372.54 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 200.00 IS CODE = 41 UD2 QIN
---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 44.14 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.95
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.87
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 3.45
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 200.00 = 416.68 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================

** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 6.87 3.45 8.695 1.11
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 200.00 = 416.68 FEET.

** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 13.00 4.75 8.695 5.02
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 200.00 = 804.07 FEET.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 16.32 3.45 8.695
2 19.87 4.75 8.695

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 19.87 Tc(MIN.) = 4.75
TOTAL AREA(ACRES) = 6.1
============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 6.1 TC(MIN.) = 4.75 PEAK FLOW RATE(CFS) = 19.87
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

Q UNDETAINED
POC1
Preliminary Drainage Study for:

CUP24-0005

SCE Project No. 13003.85
DETAINED HYDROLOGY ROUTING – POC 1
____________________________________________________________________________ ****************************************************************************

Analysis prepared by:

STEVENS CRESTO ENGINEERING, INC.
9665 CHESAPEAKE DRIVE, SUITE 200
SAN DIEGO, CA 92123
PH: 858.694.5660 FAX: 858.694.5661

************************** DESCRIPTION OF STUDY ************************** * CUBESMART SELF STORAGE * * POSTPROJECT HYDROLOGY POC1 * * 100YR DESIGN STORM - DETAINED * **************************************************************************

FILE NAME: CUBEPOSD.DAT
TIME/DATE OF STUDY: 13:40 01/21/2025
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA

GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*

SUBAREA RUNOFF(CFS) = 0.39
TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.39

DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020

**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.63 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 4.43 FLOW VELOCITY(FEET/SEC.) = 2.74 DEPTH*VELOCITY(FT*FT/SEC.) = 0.59 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 115.00 FEET.

TIME OF CONCENTRATION(MIN.) = 4.54
RAINFALL INTENSITY(INCH/HR) = 8.69
TOTAL STREAM AREA(ACRES) = 0.88
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.12

SUBAREA RUNOFF(CFS) = 0.39
TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.39

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.12 FLOW VELOCITY(FEET/SEC.) = 1.56 LONGEST FLOWPATH FROM NODE 113.00 TO NODE 111.00 = 120.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 3.41
RAINFALL INTENSITY(INCH/HR) = 8.69
TOTAL STREAM AREA(ACRES) = 0.42
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.27

** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 6.12 4.54 8.695 0.88
2 3.27 3.41 8.695 0.42

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

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 7.88 3.41 8.695
2 9.40 4.54 8.695

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 9.40 Tc(MIN.) = 4.54
TOTAL AREA(ACRES) = 1.3
QIN UD1
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 714.64 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS:

TC(MIN) = 9.54 RAIN INTENSITY(INCH/HOUR) = 5.73
TOTAL AREA(ACRES) = 1.30 TOTAL RUNOFF(CFS) = 4.23

**************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 109.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 26.87 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.30
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.23
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 9.62
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 741.51 FEET.

NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3000
S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.4944
SUBAREA AREA(ACRES) = 0.49 SUBAREA RUNOFF(CFS) = 0.84 TOTAL AREA(ACRES) = 1.8 TOTAL RUNOFF(CFS) = 5.04 TC(MIN.) = 9.62

TIME OF CONCENTRATION(MIN.) = 9.62
RAINFALL INTENSITY(INCH/HR) = 5.70
TOTAL STREAM AREA(ACRES) = 1.79
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.04

TC(MIN) = 9.74 RAIN INTENSITY(INCH/HOUR) = 5.66
TOTAL AREA(ACRES) = 3.23 TOTAL RUNOFF(CFS) = 4.91 QOUT UD1

RUNON FROM

ENTERPRISE

AFFORDABLE

HOUSING

**************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 9.74
RAINFALL INTENSITY(INCH/HR) = 5.66
TOTAL STREAM AREA(ACRES) = 3.23
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.91

** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 5.04 9.62 5.699 1.79
2 4.91 9.74 5.655 3.23

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

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 9.90 9.62 5.699
2 9.92 9.74 5.655

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 9.92 Tc(MIN.) = 9.74
TOTAL AREA(ACRES) = 5.0
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 741.51 FEET.

ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.61
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.92
PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 9.93
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 200.00 = 804.07 FEET.

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.20 FLOW VELOCITY(FEET/SEC.) = 3.55 LONGEST FLOWPATH FROM NODE 150.00 TO NODE 152.00 = 252.40 FEET.

TIME OF CONCENTRATION(MIN.) = 7.67
RAINFALL INTENSITY(INCH/HR) = 6.60
TOTAL STREAM AREA(ACRES) = 0.28
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.00

SUBAREA RUNOFF(CFS) = 0.39
TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.39

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.15 FLOW VELOCITY(FEET/SEC.) = 1.83 LONGEST FLOWPATH FROM NODE 156.00 TO NODE 157.00 = 121.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 154.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 3.33
RAINFALL INTENSITY(INCH/HR) = 8.69
TOTAL STREAM AREA(ACRES) = 0.83
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.44

** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 1.00 7.67 6.597 0.28
2 6.44 3.33 8.695 0.83

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

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 6.87 3.33 8.695
2 5.89 7.67 6.597

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 6.87 Tc(MIN.) = 3.33
TOTAL AREA(ACRES) = 1.1
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 154.00 = 372.54 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 154.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<<
============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS:

TC(MIN) = 18.33 RAIN INTENSITY(INCH/HOUR) = 3.76
TOTAL AREA(ACRES) = 1.11 TOTAL RUNOFF(CFS) = 0.61

**************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 200.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0100
FLOW LENGTH(FEET) = 44.14 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.07
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.61
PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 18.57
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 200.00 = 416.68 FEET.

** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 0.61 18.57 3.730 1.11
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 200.00 = 416.68 FEET.

** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 9.92 9.93 5.587 5.02
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 200.00 = 804.07 FEET.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 10.24 9.93 5.587
2 7.23 18.57 3.730

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 10.24 Tc(MIN.) = 9.93
TOTAL AREA(ACRES) = 6.1
============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 6.1 TC(MIN.) = 9.93 QOUT UD2
QIN UD2
PEAK FLOW RATE(CFS) = 10.24
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

Q DETAINED
POC1
Preliminary Drainage Study for:

CUP24-0005

SCE Project No. 13003.85
SECTION 5

PRELIMINARY DETENTION ROUTING

Description
This section provides detention calculations to ensure the post-project flow rate is not exceeded by the proposed development.

Calculations

1. GENERATE RATIONAL METHOD PEAK FLOW
See routing calculations in Section 4.

2. GENERATE INFLOW HYDROGRAPH UTILIZING “RATHYDRO”:

The “Rational Method Hydrograph Program” by Rick Engineering Company, supplied by the County of San Diego, has been utilized to determine the developed “inflow” hydrograph, utilizing parameters at the outfall points for each of the regional detention facility. The parameters for the inflow hydrograph are the Rational Method weighted runoff coefficient, time of concentration, peak flow, six-hour precipitation and tributary basin area.

3. ROUTE INFLOW HYDROGRAPHS THROUGH DETENTION FACILITIES:

The software utilized to route the inflow hydrograph through the detention facility is Hydraflow Hydrographs Extension for Autodesk Civil 3D 2023. The facility is modeled in the software using contour areas and outlet structure parameters, which have been iteratively adjusted to satisfy the mitigation criteria. The software generates an outflow hydrograph for the facility and a graphic output that depicts the hydraulic operation of the outlet structure; Hydrograph Reports and Pond Reports for the facility follow in this section .

Detention Conclusion
As shown in the routing calculations within Section 4 and summarized in the following table within this section, the proposed detention facility will adequately mitigate for the increase in runoff from a 100-year design storm so that runoff generated by the project does not exceed the pre-project peak flow rate. See the following Table 5 for the detention summary.

TABLE 5: DETENTION SUMMARY
Area Tc in Qin Tc out Qout WSE
(acres) (min) (cfs) (min) (cfs) (ft)
UD-1 1.3 4.5 9.4 9.5 4.2 5.6
UD-2 1.1 3.3 6.9 18.3 0.6 3.7

OUTFALL
Detention Summary

RUN DATE 1/16/2025
HYDROGRAPH FILE NAME Text1
TIME OF CONCENTRATION 5 MIN.
6 HOUR RAINFALL 3.3 INCHES
BASIN AREA 1.3 ACRES
RUNOFF COEFFICIENT 0.84
PEAK DISCHARGE 9.4 CFS

TIME (MIN) = 0 DISCHARGE (CFS) = 0
TIME (MIN) = 5 DISCHARGE (CFS) = 0.2
TIME (MIN) = 10 DISCHARGE (CFS) = 0.2
TIME (MIN) = 15 DISCHARGE (CFS) = 0.2
TIME (MIN) = 20 DISCHARGE (CFS) = 0.2
TIME (MIN) = 25 DISCHARGE (CFS) = 0.2
TIME (MIN) = 30 DISCHARGE (CFS) = 0.2
TIME (MIN) = 35 DISCHARGE (CFS) = 0.2
TIME (MIN) = 40 DISCHARGE (CFS) = 0.2
TIME (MIN) = 45 DISCHARGE (CFS) = 0.2
TIME (MIN) = 50 DISCHARGE (CFS) = 0.2
TIME (MIN) = 55 DISCHARGE (CFS) = 0.2
TIME (MIN) = 60 DISCHARGE (CFS) = 0.3
TIME (MIN) = 65 DISCHARGE (CFS) = 0.3
TIME (MIN) = 70 DISCHARGE (CFS) = 0.3
TIME (MIN) = 75 DISCHARGE (CFS) = 0.3
TIME (MIN) = 80 DISCHARGE (CFS) = 0.3
TIME (MIN) = 85 DISCHARGE (CFS) = 0.3
TIME (MIN) = 90 DISCHARGE (CFS) = 0.3
TIME (MIN) = 95 DISCHARGE (CFS) = 0.3
TIME (MIN) = 100 DISCHARGE (CFS) = 0.3
TIME (MIN) = 105 DISCHARGE (CFS) = 0.3
TIME (MIN) = 110 DISCHARGE (CFS) = 0.3
TIME (MIN) = 115 DISCHARGE (CFS) = 0.3
TIME (MIN) = 120 DISCHARGE (CFS) = 0.3
TIME (MIN) = 125 DISCHARGE (CFS) = 0.3
TIME (MIN) = 130 DISCHARGE (CFS) = 0.3
TIME (MIN) = 135 DISCHARGE (CFS) = 0.4
TIME (MIN) = 140 DISCHARGE (CFS) = 0.4
TIME (MIN) = 145 DISCHARGE (CFS) = 0.4
TIME (MIN) = 150 DISCHARGE (CFS) = 0.4
TIME (MIN) = 155 DISCHARGE (CFS) = 0.4
TIME (MIN) = 160 DISCHARGE (CFS) = 0.4
TIME (MIN) = 165 DISCHARGE (CFS) = 0.4
TIME (MIN) = 170 DISCHARGE (CFS) = 0.5
TIME (MIN) = 175 DISCHARGE (CFS) = 0.5
TIME (MIN) = 180 DISCHARGE (CFS) = 0.5
TIME (MIN) = 185 DISCHARGE (CFS) = 0.5
TIME (MIN) = 190 DISCHARGE (CFS) = 0.6
TIME (MIN) = 195 DISCHARGE (CFS) = 0.6
TIME (MIN) = 200 DISCHARGE (CFS) = 0.6
TIME (MIN) = 205 DISCHARGE (CFS) = 0.7
TIME (MIN) = 210 DISCHARGE (CFS) = 0.7
TIME (MIN) = 215 DISCHARGE (CFS) = 0.8
TIME (MIN) = 220 DISCHARGE (CFS) = 0.9
TIME (MIN) = 225 DISCHARGE (CFS) = 1.1
TIME (MIN) = 230 DISCHARGE (CFS) = 1.3
TIME (MIN) = 235 DISCHARGE (CFS) = 1.9
TIME (MIN) = 240 DISCHARGE (CFS) = 2.7
TIME (MIN) = 245 DISCHARGE (CFS) = 9.4
TIME (MIN) = 250 DISCHARGE (CFS) = 1.5
TIME (MIN) = 255 DISCHARGE (CFS) = 1
TIME (MIN) = 260 DISCHARGE (CFS) = 0.8
TIME (MIN) = 265 DISCHARGE (CFS) = 0.7
TIME (MIN) = 270 DISCHARGE (CFS) = 0.6
TIME (MIN) = 275 DISCHARGE (CFS) = 0.5
TIME (MIN) = 280 DISCHARGE (CFS) = 0.5
TIME (MIN) = 285 DISCHARGE (CFS) = 0.4
TIME (MIN) = 290 DISCHARGE (CFS) = 0.4
TIME (MIN) = 295 DISCHARGE (CFS) = 0.4
TIME (MIN) = 300 DISCHARGE (CFS) = 0.3
TIME (MIN) = 305 DISCHARGE (CFS) = 0.3
TIME (MIN) = 310 DISCHARGE (CFS) = 0.3
TIME (MIN) = 315 DISCHARGE (CFS) = 0.3
TIME (MIN) = 320 DISCHARGE (CFS) = 0.3
TIME (MIN) = 325 DISCHARGE (CFS) = 0.3
TIME (MIN) = 330 DISCHARGE (CFS) = 0.3
TIME (MIN) = 335 DISCHARGE (CFS) = 0.3
TIME (MIN) = 340 DISCHARGE (CFS) = 0.2
TIME (MIN) = 345 DISCHARGE (CFS) = 0.2
TIME (MIN) = 350 DISCHARGE (CFS) = 0.2
TIME (MIN) = 355 DISCHARGE (CFS) = 0.2
TIME (MIN) = 360 DISCHARGE (CFS) = 0.2
TIME (MIN) = 365 DISCHARGE (CFS) = 0
UD1 INFLOW
Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Thursday, 01 / 16 / 2025Hyd. No. 2UD-1 OUTFLOWHydrograph type = Reservoir Peak discharge = 4.226 cfsStorm frequency = 100 yrs Time to peak = 4.17 hrsTime interval = 5 min Hyd. volume = 9,015 cuftInflow hyd. No. = 1 - UD-1 INFLOW Max. Elevation = 596.13 ftReservoir name = UD-1 Max. Storage = 5,911 cuftStorage Indication method used.

0.01.02.03.04.05.06.07.0 Q (cfs)

0.00 0.002.00 2.004.00 4.006.00 6.008.00 8.0010.00 10.00Q (cfs) Time (hrs)
UD-1 OUTFLOWHyd. No. 2 -- 100 Year
Hyd No. 2Hyd No. 1
Total storage used = 5,911 cuft

Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 01 / 22 / 20 25 Pond No. 1 - UD-1
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 590.50 ft Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. St orage (cuft) Total storage (cuft)

0.00 590.50 1,050 0 0

1.00 591.50 1,050 1,050 1,050

2.00 592.50 1,050 1,050 2,100

3.00 593.50 1,050 1,050 3,150

4.00 594.50 1,050 1,050 4,200

5.00 595.50 1,050 1,050 5,249

6.00 596.50 1,050 1,050 6,299

7.00 597.50 1,050 1,050 7,349

8.00 598.50 1,050 1,050 8,399
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 1.13 4.00 Inactive Inactive
Span (in) = 1.13 24.00 0.00 0.00
No. Barrels = 1 1 1 0
Invert El. (ft) = 590.50 594.23 0.00 0.00
Length (ft) = 0.00 0.00 0.00 0.00
Slope (%) = 0.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60
Multi-Stage = n/a No No No
Crest Len (ft) = 2.50 Inactive Inactive Inactive
Crest El. (ft) = 597.00 0.00 0.00 0.00
Weir Coeff. = 3.33 3.33 3.33 3.33
Weir Type = Rect --- --- ---
Multi-Stage = Yes No No No
Exfil.(in/hr) = 0.000 (by Wet area)
TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).

Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B W r C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs

0.00 0 590.50 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000

1.00 1,050 591.50 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.0 00

2.00 2,100 592.50 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.0 00

3.00 3,150 593.50 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.0 00

4.00 4,200 594.50 0.00 0.96 ic --- --- 0.00 --- --- --- --- --- 0.955

5.00 5,249 595.50 0.00 3.37 ic --- --- 0.00 --- --- --- --- --- 3.372

6.00 6,299 596.50 0.00 4.66 ic --- --- 0.00 --- --- --- --- --- 4.655

7.00 7,349 597.50 0.09 ic 5.65 ic --- --- 0.07 s --- --- --- - -- --- 5.727

8.00 8,399 598.50 0.09 ic 6.50 ic --- --- 0.00 --- --- --- --- --- 6.596

Cubesmart Self Storage
hrs
C: 0.6
Surface Depth (ft) Area (sq. ft) Volume (cf)
Qorifice=CoAo*[(2gHo)^0.5]
Vault Drawdown Calculation - UD1
Project Name
Project Number 13003.85 Total Vault Volume (cf)
Vault Drawdown 49.37 Total Chamber Height (ft)
Note: Drawdown time is calculated assuming initial water surface depth equal to the invert of the lowest surface discharge opening in the basin outlet structure. 8400
8 Orifice Diameter: 1.13

2.30 Qorifice (cfs)

3.5 3.73 1050
1050

0.00 1.08

0.00 1.08
3916.5
3675

0.06 0.06
T (hrs) Total Time (hrs)

3.25 1050 3413 0.06 1.22

17.411 1050 1050 0.03 4.39

0.02 3.10
1050 788 0.03 2.53
2100
1575

0.5 1050 525

6.34 9.44

13.02 49.370.0 1050 0 0.00 21.94

23.05 0.75
2 1050
1050
10501.5

0.25 1.27 3.563150 0.06

2.772625

19.94 3 1050

2.5 0.05

0.05 0.04

3.10 3.58

27.434.390.022631050
UD-1 VOLUME SIZING CALC
MODULE SIZE (INTERNAL DIM): 8 ' H X 7 ' W X 15 ' L
NUMBER OF MODULES: 10
HEIGHT = 8 '
H treat
= 3.73 '
V = 8,400 CF
VOLUME PER 1 FT:
8,400 CF = 8 FT
V1FT = 1 FT
V1FT = 1,050 CF
TREATMENT VOLUME: DCV * 1.5 = 2,605 CF * 1.5 = 3907.5 CF HEIGHT OF TREATMENT VOLUME:
1,050 CF = 1 FT
3,907.5 CF = H treat
H treat = 3.73'
1 1
13003.85
KGS
01/20/2025
TOTAL VOLUME (v) = 10 (8 ' x 7 ' x 15 ') = 8,400 CF

RUN DATE 1/21/2025
HYDROGRAPH FILE NAME Text1
TIME OF CONCENTRATION 5 MIN.
6 HOUR RAINFALL 3.3 INCHES
BASIN AREA 1.11 ACRES
RUNOFF COEFFICIENT 0.8
PEAK DISCHARGE 6.87 CFS

TIME (MIN) = 0 DISCHARGE (CFS) = 0
TIME (MIN) = 5 DISCHARGE (CFS) = 0.2
TIME (MIN) = 10 DISCHARGE (CFS) = 0.2
TIME (MIN) = 15 DISCHARGE (CFS) = 0.2
TIME (MIN) = 20 DISCHARGE (CFS) = 0.2
TIME (MIN) = 25 DISCHARGE (CFS) = 0.2
TIME (MIN) = 30 DISCHARGE (CFS) = 0.2
TIME (MIN) = 35 DISCHARGE (CFS) = 0.2
TIME (MIN) = 40 DISCHARGE (CFS) = 0.2
TIME (MIN) = 45 DISCHARGE (CFS) = 0.2
TIME (MIN) = 50 DISCHARGE (CFS) = 0.2
TIME (MIN) = 55 DISCHARGE (CFS) = 0.2
TIME (MIN) = 60 DISCHARGE (CFS) = 0.2
TIME (MIN) = 65 DISCHARGE (CFS) = 0.2
TIME (MIN) = 70 DISCHARGE (CFS) = 0.2
TIME (MIN) = 75 DISCHARGE (CFS) = 0.2
TIME (MIN) = 80 DISCHARGE (CFS) = 0.2
TIME (MIN) = 85 DISCHARGE (CFS) = 0.2
TIME (MIN) = 90 DISCHARGE (CFS) = 0.2
TIME (MIN) = 95 DISCHARGE (CFS) = 0.2
TIME (MIN) = 100 DISCHARGE (CFS) = 0.2
TIME (MIN) = 105 DISCHARGE (CFS) = 0.2
TIME (MIN) = 110 DISCHARGE (CFS) = 0.3
TIME (MIN) = 115 DISCHARGE (CFS) = 0.3
TIME (MIN) = 120 DISCHARGE (CFS) = 0.3
TIME (MIN) = 125 DISCHARGE (CFS) = 0.3
TIME (MIN) = 130 DISCHARGE (CFS) = 0.3
TIME (MIN) = 135 DISCHARGE (CFS) = 0.3
TIME (MIN) = 140 DISCHARGE (CFS) = 0.3
TIME (MIN) = 145 DISCHARGE (CFS) = 0.3
TIME (MIN) = 150 DISCHARGE (CFS) = 0.3
TIME (MIN) = 155 DISCHARGE (CFS) = 0.3
TIME (MIN) = 160 DISCHARGE (CFS) = 0.3
TIME (MIN) = 165 DISCHARGE (CFS) = 0.4
TIME (MIN) = 170 DISCHARGE (CFS) = 0.4
TIME (MIN) = 175 DISCHARGE (CFS) = 0.4
TIME (MIN) = 180 DISCHARGE (CFS) = 0.4
TIME (MIN) = 185 DISCHARGE (CFS) = 0.4
TIME (MIN) = 190 DISCHARGE (CFS) = 0.4
TIME (MIN) = 195 DISCHARGE (CFS) = 0.5
TIME (MIN) = 200 DISCHARGE (CFS) = 0.5
TIME (MIN) = 205 DISCHARGE (CFS) = 0.6
TIME (MIN) = 210 DISCHARGE (CFS) = 0.6
TIME (MIN) = 215 DISCHARGE (CFS) = 0.7
TIME (MIN) = 220 DISCHARGE (CFS) = 0.7
TIME (MIN) = 225 DISCHARGE (CFS) = 0.9
TIME (MIN) = 230 DISCHARGE (CFS) = 1
TIME (MIN) = 235 DISCHARGE (CFS) = 1.5
TIME (MIN) = 240 DISCHARGE (CFS) = 3
TIME (MIN) = 245 DISCHARGE (CFS) = 6.87
TIME (MIN) = 250 DISCHARGE (CFS) = 1.2
TIME (MIN) = 255 DISCHARGE (CFS) = 0.8
TIME (MIN) = 260 DISCHARGE (CFS) = 0.6
TIME (MIN) = 265 DISCHARGE (CFS) = 0.5
TIME (MIN) = 270 DISCHARGE (CFS) = 0.5
TIME (MIN) = 275 DISCHARGE (CFS) = 0.4
TIME (MIN) = 280 DISCHARGE (CFS) = 0.4
TIME (MIN) = 285 DISCHARGE (CFS) = 0.3
TIME (MIN) = 290 DISCHARGE (CFS) = 0.3
TIME (MIN) = 295 DISCHARGE (CFS) = 0.3
TIME (MIN) = 300 DISCHARGE (CFS) = 0.3
TIME (MIN) = 305 DISCHARGE (CFS) = 0.3
TIME (MIN) = 310 DISCHARGE (CFS) = 0.3
TIME (MIN) = 315 DISCHARGE (CFS) = 0.2
TIME (MIN) = 320 DISCHARGE (CFS) = 0.2
TIME (MIN) = 325 DISCHARGE (CFS) = 0.2
TIME (MIN) = 330 DISCHARGE (CFS) = 0.2
TIME (MIN) = 335 DISCHARGE (CFS) = 0.2
TIME (MIN) = 340 DISCHARGE (CFS) = 0.2
TIME (MIN) = 345 DISCHARGE (CFS) = 0.2
TIME (MIN) = 350 DISCHARGE (CFS) = 0.2
TIME (MIN) = 355 DISCHARGE (CFS) = 0.2
TIME (MIN) = 360 DISCHARGE (CFS) = 0.2
TIME (MIN) = 365 DISCHARGE (CFS) = 0
UD2 INFLOW
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 01 / 22 / 20 25 Hyd. No. 5
UD-2 OUTFLOW
Hydrograph type = Reservoir Peak discharge = 0.609 cfs Storm frequency = 100 yrs Time to peak = 4.33 hrs
Time interval = 5 min Hyd. volume = 10,476 cuft
Inflow hyd. No. = 4 - UD-2 INFLOW Max. Elevation = 5 93.71 ft Reservoir name = UD-2 Max. Storage = 7,342 cuft
Storage Indication method used.
0 5 10 15 20 25 30 35 40
Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

6.00 6.00

7.00 7.00
Q (cfs)
Time (hrs)
UD-2 OUTFLOW
Hyd. No. 5 -- 100 Year
Hyd No. 5 Hyd No. 4
Total storage used = 7,342 cuft

Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 01 / 22 / 20 25 Pond No. 5 - UD-2
Pond Data
Pond storage is based on user-defined values.

Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. St orage (cuft) Total storage (cuft)

0.00 590.00 n/a 0 0

0.75 590.75 n/a 841 841

1.00 591.00 n/a 606 1,447

1.25 591.25 n/a 600 2,047

1.50 591.50 n/a 593 2,640

1.75 591.75 n/a 586 3,226

2.00 592.00 n/a 576 3,802

2.25 592.25 n/a 565 4,367

2.50 592.50 n/a 553 4,920

2.75 592.75 n/a 539 5,459

3.00 593.00 n/a 522 5,981

3.25 593.25 n/a 503 6,484

3.50 593.50 n/a 479 6,963

3.75 593.75 n/a 450 7,413

4.00 594.00 n/a 411 7,824

4.25 594.25 n/a 347 8,171

4.50 594.50 n/a 297 8,468

4.75 594.75 n/a 281 8,749

5.00 595.00 n/a 280 9,029

5.25 595.25 n/a 281 9,310

5.50 595.50 n/a 280 9,590
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 1.10 1.00 Inactive Inactive
Span (in) = 1.00 11.75 0.00 0.00
No. Barrels = 1 1 1 0
Invert El. (ft) = 590.00 591.79 0.00 0.00
Length (ft) = 0.00 0.00 0.00 0.00
Slope (%) = 0.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60
Multi-Stage = n/a No No No
Crest Len (ft) = 2.50 0.00 0.00 0.00
Crest El. (ft) = 595.25 0.00 0.00 0.00
Weir Coeff. = 3.33 3.33 3.33 3.33
Weir Type = Rect --- --- ---
Multi-Stage = No No No No
Exfil.(in/hr) = 0.000 (by Wet area)
TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).

Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B W r C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs

0.00 0 590.00 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000

0.75 841 590.75 0.03 ic 0.00 --- --- 0.00 --- --- --- --- --- 0. 031

1.00 1,447 591.00 0.04 ic 0.00 --- --- 0.00 --- --- --- --- --- 0.036

1.25 2,047 591.25 0.04 ic 0.00 --- --- 0.00 --- --- --- --- --- 0.040

1.50 2,640 591.50 0.04 ic 0.00 --- --- 0.00 --- --- --- --- --- 0.044

1.75 3,226 591.75 0.05 ic 0.00 --- --- 0.00 --- --- --- --- --- 0.048

2.00 3,802 592.00 0.05 ic 0.16 ic --- --- 0.00 --- --- --- --- --- 0.213

2.25 4,367 592.25 0.05 ic 0.25 ic --- --- 0.00 --- --- --- --- --- 0.309

2.50 4,920 592.50 0.06 ic 0.32 ic --- --- 0.00 --- --- --- --- --- 0.379

2.75 5,459 592.75 0.06 ic 0.38 ic --- --- 0.00 --- --- --- --- --- 0.437

3.00 5,981 593.00 0.06 ic 0.42 ic --- --- 0.00 --- --- --- --- --- 0.488

3.25 6,484 593.25 0.07 ic 0.47 ic --- --- 0.00 --- --- --- --- --- 0.534

3.50 6,963 593.50 0.07 ic 0.51 ic --- --- 0.00 --- --- --- --- --- 0.576

3.75 7,413 593.75 0.07 ic 0.54 ic --- --- 0.00 --- --- --- --- --- 0.615

4.00 7,824 594.00 0.07 ic 0.58 ic --- --- 0.00 --- --- --- --- --- 0.652

4.25 8,171 594.25 0.08 ic 0.61 ic --- --- 0.00 --- --- --- --- --- 0.686

4.50 8,468 594.50 0.08 ic 0.64 ic --- --- 0.00 --- --- --- --- --- 0.719

4.75 8,749 594.75 0.08 ic 0.67 ic --- --- 0.00 --- --- --- --- --- 0.751

5.00 9,029 595.00 0.08 ic 0.70 ic --- --- 0.00 --- --- --- --- --- 0.781

5.25 9,310 595.25 0.08 ic 0.73 ic --- --- 0.00 --- --- --- --- --- 0.810

5.50 9,590 595.50 0.09 ic 0.75 ic --- --- 1.04 --- --- --- --- --- 1.879

Cubesmart Self Storage
hrs

2.41 2.78

20.58 22.99

25.78 0.75 1743.8

0.5 0.02

0.02697.50.4
1743.8
1743.8

4.40 15.191307.9 0.03

5.39871.9

49.250.0 1743.8 0.0 0.00 15.24

4.82 29.180.2 1743.8 348.8 0.01 3.41

34.000.1
523.1
1743.8 174.4 0.01

0.021743.80.3

10.79 Qorifice (cfs)

1.25 1.79

1.75 1.5
1743.8
1743.8
1743.8
1 1743.8 1743.8 0.03 3.81
Total Time (hrs)
Qorifice=CoAo*[(2gHo)^0.5]
Vault Drawdown Calculation - UD2
Project Name
Project Number 13003.85 Total Vault Volume (cf)
Vault Drawdown 49.25 Total Chamber Height (ft)
Note: Drawdown time is calculated assuming initial water surface depth equal to the invert of the lowest surface discharge opening in the basin outlet structure. 9591

5.5 Orifice Diameter: 1.10

0.04 0.04

0.04 0.04
T (hrs)
1743.8
3121.4
3051.7
2179.8
2615.7

0.00 0.46

3.57 6.98

0.00 0.46

3.11 3.41
C: 0.6
Surface Depth (ft) Area (sq. ft) Volume (cf)
UD-2 VOLUME SIZING CALC
MODULE SIZE (INTERNAL DIM): 5.5 ' H X 13.67 ' W X 127.54 ' L TOTAL VOLUME: 9,591 CF
HEIGHT = 5.5 '
H treat
= 1.79 '
V = 9,591 CF
VOLUME PER 1 FT:
9,591 CF = 5.5 FT
V1FT = 1 FT
V1FT = 1,743.8 CF
TREATMENT VOLUME: DCV * 1.5 = 2,074 CF * 1.5 = 3,111 CF HEIGHT OF TREATMENT VOLUME:
1,743.8 CF = 1 FT
3,111 CF = H treat
H treat = 1.79'
1 1
13003.85
KGS
01/20/2025

Project:

Chamber Model - MC-3500
Units - Imperial
Number of Chambers - 51
Number of End Caps - 6
Voids in the stone (porosity) - 40 %
Base of Stone Elevation - 0.00 ft
Amount of Stone Above Chambers - 12 in
Amount of Stone Below Chambers - 9 in
Amount of Stone Between Chambers - 6 in
Area of system - 2806 sf Min. Area -
Height of
System
Incremental Single
Chamber
Incremental
Single End Cap
Incremental
Chambers
Incremental
End Cap
Incremental
Stone
Incremental Ch,
EC and Stone
Cumulative
System Elevation
(inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (feet) 66 0.00 0.00 0.00 0.00 93.53 93.53 9590.96 5.50
65 0.00 0.00 0.00 0.00 93.53 93.53 9497.44 5.42
64 0.00 0.00 0.00 0.00 93.53 93.53 9403.91 5.33
63 0.00 0.00 0.00 0.00 93.53 93.53 9310.38 5.25
62 0.00 0.00 0.00 0.00 93.53 93.53 9216.86 5.17
61 0.00 0.00 0.00 0.00 93.53 93.53 9123.33 5.08
60 0.00 0.00 0.00 0.00 93.53 93.53 9029.81 5.00
59 0.00 0.00 0.00 0.00 93.53 93.53 8936.28 4.92
58 0.00 0.00 0.00 0.00 93.53 93.53 8842.75 4.83
57 0.00 0.00 0.00 0.00 93.53 93.53 8749.23 4.75
56 0.00 0.00 0.00 0.00 93.53 93.53 8655.70 4.67
55 0.00 0.00 0.00 0.00 93.53 93.53 8562.17 4.58
54 0.06 0.00 2.96 0.00 92.34 95.30 8468.65 4.50
53 0.19 0.02 9.90 0.14 89.51 99.55 8373.34 4.42
52 0.29 0.04 14.99 0.23 87.44 102.66 8273.79 4.33
51 0.40 0.05 20.59 0.31 85.17 106.06 8171.13 4.25
50 0.69 0.07 35.05 0.41 79.35 114.80 8065.07 4.17
49 1.03 0.09 52.44 0.53 72.34 125.31 7950.27 4.08
48 1.25 0.11 63.73 0.64 67.78 132.15 7824.96 4.00
47 1.42 0.13 72.53 0.76 64.21 137.50 7692.82 3.92
46 1.57 0.14 80.23 0.87 61.09 142.18 7555.32 3.83
45 1.71 0.16 87.06 0.98 58.31 146.35 7413.13 3.75
44 1.83 0.18 93.25 1.09 55.79 150.13 7266.78 3.67
43 1.94 0.20 98.83 1.20 53.51 153.54 7116.65 3.58
42 2.04 0.22 104.08 1.31 51.37 156.76 6963.10 3.50
41 2.13 0.23 108.87 1.41 49.41 159.69 6806.34 3.42
40 2.22 0.25 113.44 1.50 47.55 162.49 6646.65 3.33
39 2.31 0.27 117.65 1.59 45.83 165.07 6484.16 3.25
38 2.38 0.28 121.62 1.68 44.21 167.51 6319.09 3.17
37 2.46 0.29 125.41 1.76 42.66 169.83 6151.58 3.08
36 2.53 0.31 128.94 1.85 41.21 172.00 5981.75 3.00
35 2.59 0.32 132.28 1.93 39.84 174.05 5809.75 2.92
34 2.66 0.33 135.46 2.01 38.54 176.01 5635.70 2.83
33 2.72 0.35 138.47 2.08 37.31 177.86 5459.69 2.75
32 2.77 0.36 141.34 2.16 36.13 179.62 5281.84 2.67
31 2.82 0.37 144.06 2.23 35.01 181.30 5102.21 2.58
30 2.88 0.38 146.65 2.31 33.94 182.90 4920.91 2.50
29 2.92 0.40 149.13 2.38 32.92 184.43 4738.01 2.42
28 2.97 0.41 151.46 2.45 31.96 185.87 4553.58 2.33
27 3.01 0.42 153.63 2.51 31.07 187.21 4367.71 2.25
26 3.05 0.43 155.72 2.58 30.21 188.50 4180.50 2.17
25 3.09 0.44 157.81 2.64 29.35 189.80 3991.99 2.08
24 3.13 0.45 159.66 2.70 28.58 190.94 3802.20 2.00
23 3.17 0.46 161.45 2.77 27.84 192.05 3611.25 1.92
22 3.20 0.47 163.17 2.82 27.13 193.12 3419.20 1.83
21 3.23 0.48 164.79 2.88 26.46 194.13 3226.07 1.75
20 3.26 0.49 166.33 2.94 25.82 195.09 3031.95 1.67
19 3.29 0.50 167.80 2.99 25.21 196.00 2836.86 1.58
18 3.32 0.51 169.22 3.04 24.62 196.88 2640.86 1.50
17 3.34 0.51 170.55 3.09 24.07 197.71 2443.98 1.42
16 3.37 0.52 171.80 3.13 23.55 198.49 2246.27 1.33
15 3.39 0.53 173.02 3.18 23.05 199.24 2047.78 1.25
14 3.41 0.54 174.14 3.22 22.58 199.94 1848.54 1.17
13 3.44 0.54 175.29 3.26 22.11 200.65 1648.60 1.08
12 3.46 0.55 176.34 3.30 21.67 201.31 1447.94 1.00
11 3.48 0.56 177.41 3.33 21.23 201.97 1246.63 0.92
10 3.51 0.59 178.76 3.57 20.59 202.92 1044.66 0.83
9 0.00 0.00 0.00 0.00 93.53 93.53 841.74 0.75
8 0.00 0.00 0.00 0.00 93.53 93.53 748.21 0.67
7 0.00 0.00 0.00 0.00 93.53 93.53 654.68 0.58
6 0.00 0.00 0.00 0.00 93.53 93.53 561.16 0.50
5 0.00 0.00 0.00 0.00 93.53 93.53 467.63 0.42
4 0.00 0.00 0.00 0.00 93.53 93.53 374.11 0.33
3 0.00 0.00 0.00 0.00 93.53 93.53 280.58 0.25
2 0.00 0.00 0.00 0.00 93.53 93.53 187.05 0.17
1 0.00 0.00 0.00 0.00 93.53 93.53 93.53 0.08
StormTech MC-3500 Cumulative Storage Volumes
CUBESMART SELF STORAGE 13003.85 -
UD2
2626 sf min. area
Include Perimeter Stone in Calculations
Click Here for Metric

Preliminary Drainage Study for:

CUP24-0005

SCE Project No. 13003.85
SECTION 6

SAN DIEGO COUNTY HYDROLOGY MANUAL REFERENCES

P6 = 3.3
/51/51/176/48/48/39
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/73/109/112/101/114/105/97/108/32/67/111/117/110/116/121 /80/32/97/32/99/32/105/32/102/32/105/32/99/32/32/32/32/79/32/99/32/101/32/97/32/110 /33/34/94/36
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PROJECT SITE

P6 = 5.5
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/79/67/69/65/78/83/73/68/69/86/73/83/84/65
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/83/68
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/77/32/32/101/32/32/120/32/32/105/32/32/99/32/32/111
/73/109/112/101/114/105/97/108/32/67/111/117/110/116/121 /80/32/97/32/99/32/105/32/102/32/105/32/99/32/32/32/32/79/32/99/32/101/32/97/32/110 /56/46/48
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/78
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PROJECT SITE

100

3.3 5.5
60 3.3
100

3.3 5.5
60 3.3

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
3-3
Nomograph for Determination of
Time of Concentration (Tc) or Travel Time (Tt) for Natural Watersheds

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
Preliminary Drainage Study for:

CUP24-0005

SCE Project No. 13003.85
SECTION 7

DRAINAGE EXHIBITS

Exhibit A-2 (Pre-Project Drainage Basins)

Exhibit C (Post-Project Drainage Basins)

San Marcos City CouncilDecember 9, 2025

San Marcos City Council
December 9, 2025