2025-10-21; City Council; 05; Adoption of Plans, Specifications, Contract Documents, Authorization to Advertise for Bids for the Veterans Memorial Park Project and the Faraday Avenue Improvements Proj — Carlsbad City Council, October 21, 2025 (part 13 of 21)

III.D.1.b. Risk Type 2 and 3 dischargers shall obtain one sample from each representative sample location per 24-hour period of each qualifying precipitation event, during active discharge.

III.D.1.c. Risk Type 2 and 3 dischargers shall collect samples of stored or contained stormwater during discharge from the impoundment, in accordance with Attachment J.

III.D.1.d. Risk Type 2 and 3 dischargers shall analyze all their effluent samples for:
i. pH and turbidity (refer to Order, Section IV.C.3.c and d); and ii. Additional parameter required by the Regional Water Board Executive Officer.

III.D.1.e. Risk Type 2 and 3 dischargers may sample run-on from surrounding areas if there is reason to believe run-on may contribute to exceedance of numeric action levels and/or numeric effluent limits.

III.D.2. Risk Type 3 Receiving Water Monitoring Requirements III.D.2.a. Risk Type 3 dischargers who discharge directly into receiving waters are required to monitor that receiving water if sampling results from the discharge monitoring location meets either of the following conditions:
i. pH value falls outside of the range of 6.0 and 9.0 pH units; or ii. Turbidity exceeds 500 NTU.

III.D.2.b. Receiving water monitoring does not apply if run-on from a forest fire or any other natural disaster caused the stormwater results to fall outside the pH range or exceed the turbidity value.

III.D.2.c. Risk Type 3 dischargers required to conduct receiving water monitoring shall collect samples as follows:
i. Collect, at minimum, one upstream receiving water sample from an accessible and safe location that is:

1. Representative of the receiving water;

2. As close as possible to the discharge location; and

3. Upstream from the discharge location.
ii. Collect, at minimum, one downstream receiving water sample from an accessible and safe location that is:

1. Representative of the receiving water;
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2. As close as possible to the discharge location; and

3. Downstream from the discharge location.

III.D.2.d. Risk Type 3 dischargers shall analyze the samples for the parameter that triggered this monitoring (either pH or turbidity, or both).

III.D.2.e. Risk Type 3 dischargers shall collect the samples once every 24-hour period of the qualifying precipitation event.

III.D.2.f. Risk Type 3 dischargers shall specify the specific locations where samples were collected, date and time of sample collection, as well as constituents analyzed.

III.D.2.g. The Regional Water Board Executive Officer delegate may require, in writing, that the discharger continue to sample the receiving water for the parameter that required this monitoring (pH and/or turbidity) after the qualifying precipitation event ends.

III.D.3. Non-Visible Pollutant Monitoring Requirements
III.D.3.a. Linear project dischargers shall implement sampling and analysis requirements to monitor non-visible pollutants associated with:
i. Evidence of pollutant releases that are not visually detectable in stormwater discharges; and
ii. Releases of substances that may cause or contribute to an exceedance of water quality objectives in the receiving waters.

III.D.3.b. Linear project dischargers are required to conduct sampling and analysis for non-visible pollutants identified in the SWPPP or otherwise known to be on site, only when the pollutants may be discharged due to failure to implement BMPs, a container spill or leak, or a BMP breach, failure, or malfunction.

III.D.3.c. Linear project dischargers shall collect at least one sample, within 8 hours, from each discharge location hydraulically downgradient from the observed triggering event or condition.

III.D.3.d. Linear project dischargers shall continue to collect at least one sample per applicable discharge location for each 24-hour period that there is discharge, until the necessary corrective actions are completed to control further discharge of the pollutant.

III.D.3.e. Linear project dischargers are not required to sample if one of the conditions described in Section III.D.3.b above (e.g., breach or spill) occurs and, prior to discharge, the material containing the pollutant is fully remediated or removed; and BMPs to control the pollutant are implemented, maintained, or replaced as necessary.

III.D.3.f. Linear project dischargers shall analyze samples in the field or submit them to a laboratory as specified in Section III.F of this Attachment for all non-visible pollutant anticipated to be present in the discharge, including applicable TMDL-specific pollutants listed in Table H-2 in Attachment H.

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III.E. Sample Collection and Handling Instructions
III.E.1. Linear project dischargers shall:
a. Identify applicable parameters that require laboratory analysis to be tested for each stormwater discharge location (pH and turbidity are typically analyzed with field meters).
b. Request the laboratory provide the appropriate number of sample containers, types of containers, sample container labels, blank Chain of Custody forms, and sample preservation instructions.
c. Use the appropriate sample shipping method to the laboratory. The laboratory should receive samples within 48 hours of the physical sampling (unless otherwise required by the laboratory to meet all method hold times).

The options are to either deliver the samples to the laboratory, arrange to have the laboratory pick them up, or ship them overnight to the laboratory. d. Use only the sample containers provided/specified by the laboratory to collect and store samples. Use of any other type of containers could cause sample contamination.
e. Prevent sample contamination by not touching or putting anything into the sample containers before collecting stormwater samples. f. Not overfill sample containers. Overfilling can change the analytical results. g. Secure each sample container cap is tightly secured without stripping the cap threads.
h. Label each sample container. The label shall identify the date and time of sample collection, the person taking the sample, and the sample collection location or discharge point. The label should also identify any sample containers that have been preserved.
i. Carefully pack sample container into an ice chest or refrigerator to prevent breakage and maintain temperature during shipment; frozen ice packs or ice is placed into the shipping container to keep sample close to 4° C (39° F) until arriving at the laboratory (do not freeze samples). j. Complete a Chain of Custody form with each set of samples. The Chain of Custody form shall include the discharger’s name, address, and phone number, identification of each sample container and sample collection point, person collecting the samples, the date and time each sample container was filled, the analysis that is required for each sample container, and both the signatures of the persons relinquishing and receiving the sample containers.

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III.E.2. Personnel for Linear project dischargers shall be designated and trained for the collection, maintenance, and shipment of samples in accordance with the above sample protocols and laboratory-specific practices.

III.E.3. Linear project dischargers shall perform all sampling and preservation protocols in accordance with the 40 Code of Federal Regulations Part 136 and the current edition of "Standard Methods for the Examination of Water and Wastewater" (American Public Health Association).8
III.E.4. Linear project dischargers may refer to Surface Water Ambient Monitoring Program’s (SWAMP) Quality Assurance Program Plan (QAPrP) for more information on sampling collection and analysis.9
III.F. Analytical Methods Requirements
III.F.1. Linear project dischargers shall refer to Table 4 for applicable test methods, detection limits, and reporting units.

Table 4 - Test Methods, Method Detection Limits, and Reporting Units Parameter Test Method Discharger
Risk Type
Method
Detection
Limit
Reporting
Units
pH
Field test with calibrated
portable instrument using
U.S. EPA approved
procedures
Type 2 and 3 0.2 pH units
Turbidity
U.S. EPA 0180.1 and/or
field test with calibrated
portable instrument
Type 2 and 3 1 NTU
Non-Visible
Pollutant
Parameter(s)
U.S. EPA-approved test
method for the specific
pollutant parameter
All Types
Dependent
on the test
method
Dependent
on the test
method
III.F.2. All monitoring instruments and equipment shall be calibrated and maintained in accordance with manufacturers' specifications to ensure accurate measurements. Additionally, records of calibration shall be retained for at least 3 years and made available upon request.

III.F.3. Risk Type 2 and 3 dischargers shall perform pH analysis on-site with a calibrated pH meter using a U.S. EPA acceptable test method. 8 Unless other test procedures have been specified in this General Permit or by the Water Boards.
9 Additional information regarding SWAMP’s QAPrP can be found at:
<https://www.waterboards.ca.gov/water_issues/programs/swamp/quality_assurance.h tml#qaprp>. [as of October 20, 2020]
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III.F.4. Risk Type 2 and 3 dischargers shall perform turbidity analysis using a calibrated turbidity meter (turbidimeter), either on-site or at a State Water Board Environmental Laboratory Accreditation Program (ELAP)-accredited laboratory.

Acceptable test methods include Standard Method 2130 B or U.S. EPA Method 180.1.

III.F.5. All analyses of laboratory-analyzed parameters shall be sent to and conducted at a laboratory recognized by the State Water Board Environmental Laboratory Accreditation Program (ELAP), with the exception of field analysis conducted by the discharger for turbidity and pH.

III.F.6. Linear project dischargers shall assign a value of (0) for all non-visible pollutant analytical results less than the minimum level (reporting limit), as reported by the laboratory, used in calculations required by this Order (e.g., numeric action level and numeric effluent limitation exceedance determinations), so long as a sufficiently sensitive test method was used as evidenced by the reported method detection limit and minimum level.

III.G. Exceedance Response Requirements10
III.G.1. Linear project dischargers are subject to the applicable numeric action levels and/or numeric effluent limitations based on the Risk Type as shown in Table 5 below.

Table 5 - Numeric Action Levels and Numeric Effluent Limitations Parameter Risk Type Numeric Action
Level
Numeric Effluent
Limitation
pH Type 2 and 3 Lower = 6.5
Upper = 8.5 Not Applicable
Turbidity Type 2 and 3 250 NTU Not Applicable
TMDL-related
Pollutant
Responsible Dischargers
with a project of any Risk
Type
Refer to Table H-2
in Attachment H
Refer to Table H-2
in Attachment H
III.G.2. For pH and turbidity, the discharger shall use the field meter readings obtained from each discharge location per day of discharge to determine if there has been an exceedance of the numeric action levels.

III.G.3. When analytical results indicate that the discharge is below or above the numeric action levels for pH, exceeds the turbidity numeric action level, or exceeds an applicable TMDL-related numeric action level or numeric effluent 10 Terms including, but not limited to, numeric action level and exceedances are defined in Attachment B of this General Permit.

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limitation, the discharger shall determine the source(s) of the pollutant and implement corrective actions to:
a. Meet Best Available Technology Economically Achievable and Best Conventional Pollutant Control Technology requirements in 40 Code of Federal Regulations §§ 450.21 through 450.2311; and
b. Reduce or prevent pollutants in stormwater and authorized non-stormwater discharges from causing further exceedances.

III.G.4. Linear project dischargers shall iterate corrective actions until the discharge is in compliance with the applicable numeric action level(s).

III.G.5. The source evaluation shall be kept with the SWPPP and specifically address what corrective actions were taken or will be taken and provide a schedule for their completion.

IV. LINEAR PROJECT REPORTING REQUIREMENTS
IV.A. Visual Inspections
Linear project dischargers shall keep all completed inspection checklists and related documentation with the SWPPP on-site or electronically.

IV.B. Water Quality Monitoring
IV.B.1. Risk Type 2 and 3 Stormwater Discharge Monitoring Reporting12 IV.B.1.a. Risk Type 2 and 3 dischargers shall electronically submit through SMARTS all field sampling results within 30 days of the completion of the precipitation event or within 10 days if the field sampling results demonstrate the exceedance of the pH and/or turbidity numeric action levels.

IV.B.1.b. Risk Type 2 and 3 dischargers that exceeded the pH and/or turbidity numeric action levels shall prepare a Numeric Action Level Exceedance Report when requested, in writing, from a Regional Water Board delegate and shall submit and certify each Numeric Action Level Exceedance Report through SMARTS within 30 days of receiving the written request, in accordance with Section IV of this General Permit’s Order.

IV.B.1.c. The Numeric Action Level Exceedance Report shall include:
i. The analytical method(s), method reporting unit(s), and method detection limit(s) of each parameter;
11 United States Environmental Protection Agency, Construction and Development Effluent Limitation Guidelines §§ 450.21 through 450.23, <https://www.ecfr.gov/current/title-40/chapter-I/subchapter-N/part-450/subpart- B?toc=1> [as of June 28, 2022].
12 Terms including, but not limited to, numeric action level and exceedances are defined in Attachment B of this General Permit.

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ii. The date, place, time of sampling, visual inspections, and/or measurements, including precipitation; and
iii. An assessment of the existing BMPs associated with the sample that exceeded the numeric action level, a description of each corrective action taken including photographs, and date of implementation.

IV.B.1.d. Risk Type 2 and 3 dischargers that prepared a Numeric Action Level Exceedance Report shall retain a copy of the report for a minimum of three years after the date the exceedance report is certified and submitted.

IV.B.2. Risk Type 3 Receiving Water Monitoring Reporting IV.B.2.a. Risk Type 3 dischargers conducting receiving water monitoring shall electronically submit through SMARTS all receiving water samples within 10 days after completion of the precipitation event.

IV.B.3. Non-Visible Pollutant Monitoring Reporting13
IV.B.3.a. All Linear project dischargers that conducted non-visible pollutant monitoring shall electronically submit through SMARTS all field and/or analytical sampling results within 30 days after obtaining the analytical result or within 10 days if the analytical results demonstrate the exceedance of an applicable TMDL-related numeric action level or numeric effluent limitation or Basin Plan parameter.

IV.B.3.b. All Linear project dischargers that exceeded an applicable TMDL-related numeric action level shall prepare a Numeric Action Level Exceedance Report when requested, in writing, from a Regional Water Board delegate and shall submit and certify each Numeric Action Level Exceedance Report through SMARTS within 30 days of receiving the written request, in accordance with Section IV of this General Permit’s Order.

IV.B.3.c. The Numeric Action Level Exceedance Report shall include:
i. The analytical method(s), method reporting unit(s), and method detection limit(s) for each parameter;
ii. The date, place, time of sampling, visual inspections, and/or measurements, including precipitation; and
iii. An assessment of the existing BMPs associated with the sample that exceeded the numeric action level, a description of each proposed corrective action taken, including photographs, and date of implementation.
13 Terms including, but not limited to, numeric action level, numeric effluent limitations, and exceedances are defined in Attachment B of this General Permit.

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ATTACHMENT E E-19
IV.B.3.d. All Linear project dischargers that prepared a Numeric Action Level Exceedance Report shall retain a copy of the report for a minimum of three years after the date the exceedance report is certified and submitted.

IV.B.3.e. All Linear project dischargers that exceed an applicable TMDL-related numeric effluent limitation shall comply with the water quality-based corrective action requirements in Section VI.Q of the Order.

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ATTACHMENT E.1 E.1-1
ATTACHMENT E.1

LINEAR UNDERGROUND AND OVERHEAD PROJECT AREA OR SEGMENT

AREA TYPE DETERMINATION

NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES)

GENERAL PERMIT FOR STORMWATER DISCHARGES ASSOCIATED

WITH CONSTRUCTION AND LAND DISTURBANCE ACTIVITIES
(GENERAL PERMIT)
Part 1

1. Will ≥70 percent of the construction activity occur on paved surfaces or will <30 percent of the soil disturbance occur on unpaved surfaces? a. If Yes, proceed to question 2
b. If No, proceed to question 3

2. Will areas disturbed be returned to pre-construction condition or equivalent condition at the end of each day?
a. If Yes, this is a Project Type 1 Linear Underground and Overhead Project b. If No, proceed to Part 2 on page 2

3. Will the construction activity occur on unpaved improved roads, including shoulders or land immediately adjacent to the roads?
a. If Yes, proceed to question 5
b. If No, proceed to question 4

4. Will >30 percent of the construction activity occur within non-paved shoulders or land immediately adjacent to paved surfaces?
a. If Yes, proceed to question 5
b. If No, proceed to Part 2 on page 2

5. Will areas disturbed be returned to pre-construction conditions or equivalent conditions at the end of the day?
a. If Yes, proceed to question 6
b. If No, proceed to Part 2 on page 2

6. Will areas of established vegetation disturbed by the construction activity be stabilized and revegetated by the end of the project?
a. If Yes, proceed to question 7
b. If No, proceed to Part 2 on page 2
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7. When required, will adequate temporary stabilization BMPs be installed and maintained until vegetation is established to meet minimum vegetative cover requirements in this Order for stabilization?
a. If Yes, this is a Project Type 1 Linear Underground and Overhead Project b. If No, proceed to Part 2 on page 2
Part 2

1. Calculate the Sediment Risk per Attachment D.1 or the Stormwater Multiple Application and Report Tracking System (SMARTS).

Project Sediment Risk =
LOW: <15 tons per acre; or
MEDIUM: ≥15 and <75 tons per acre; or
HIGH: ≥75 tons per acre

2. Is the project area or project segment area located within a Sediment Sensitive Watershed (refer to Attachment D.1 or SMARTS)?
a. If Yes, proceed to question 3*
b. If No, Receiving Water Risk is LOW

3. Is the project area or segment located within the flood plain or a flood prone area (riparian zone) of a Sensitive Receiving Water Body?
a. If Yes, Receiving Water Risk is HIGH
b. If No, Receiving Water Risk is MEDIUM
Use the combined risk matrix below to determine the site-specific type for the linear underground and overhead project.
* The July 22, 2022 draft Order stated “If Yes, proceed to question 10.” This error has been corrected in the final Order to “If Yes, proceed to question 3.”
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Definition of Terms
Equivalent Condition – Equivalent condition means disturbed soils such as soils from trench excavation required to be hauled away, backfilled into the trench, and/or covered (e.g., metal plates, pavement, plastic covers over spoil piles) at the end of each construction day.

Sediment Sensitive Receiving Water Body – A sediment sensitive receiving water body is defined as a water body segment that is:
· Listed as impaired on California’s 2020-2022 Clean Water Act 303(d) List of Impaired Waters for sedimentation, siltation and/or turbidity;
(https://www.waterboards.ca.gov/water_issues/programs/water_quality_assessment/2 020_2022_integrated_report.html)
OR
· Designated with beneficial uses of COLD, SPAWN, and MIGRATORY.

Sediment Sensitive Watershed – A sediment sensitive watershed is defined as a watershed draining into a receiving water body (or receiving water body reach):
· Listed as impaired on California’s 2020-2022 Clean Water Act 303(d) List of Impaired Waters for sedimentation, siltation, and/or turbidity;
(https://www.waterboards.ca.gov/water_issues/programs/water_quality_assessment/2 020_2022_integrated_report.html)>
OR
· Designated with beneficial uses of COLD, SPAWN, and MIGRATORY.

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ATTACHMENT E.2 E.2-1
ATTACHMENT E.2

PERMIT REGISTRATION DOCUMENT REQUIREMENTS FOR LINEAR

UNDERGROUND AND OVERHEAD PROJECTS

NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES)

GENERAL PERMIT FOR STORMWATER DISCHARGES ASSOCIATED

WITH CONSTRUCTION AND LAND DISTURBANCE ACTIVITIES
(GENERAL PERMIT)
I. PERMIT REGISTRATION DOCUMENT REQUIREMENTS
All linear underground and overhead projects shall comply with the Permit Registration Document requirements in this Attachment and Attachments E and E.1 of this General Permit.

I.A. General Permit Registration Document Requirements I.A.1. A discharger with construction activities associated with linear projects shall designate a Legally Responsible Person to electronically certify and submit Permit Registration Documents to apply for regulatory coverage under this General Permit through the Stormwater Multiple Application and Report Tracking System (SMARTS) in accordance with Attachment E and E.1 of this General Permit.

I.A.2. Linear Projects Associated with Private or Public Construction Projects I.A.2.a. A discharger with a linear project with total disturbed land area from construction activities greater than one acre (see Section II.G below) shall obtain coverage under this General Permit.1
I.A.2.b. A discharger with linear project construction activities associated with new development and re-development construction projects shall obtain coverage under this General Permit for a linear project where the total disturbed land area of the linear project is greater than 1 acre.

I.A.3. Linear projects not associated with private or municipal pre-development, new development or re-development projects must obtain coverage under this General Permit for its linear project construction activities where the total disturbed land area is greater than one acre.
1 Obtaining coverage means certifying and submitting complete Permit Registration Documents in SMARTS for the Linear Underground and Overhead Project.

Dischargers or LRPs shall have a signed original Electronic Authorization Form on file with the State Water Board for each organization in SMARTS.

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I.B. Linear Project Land Disturbance Area Calculations
I.B.1. The total land area disturbed for linear projects is the sum of the:
a. Surface areas of trenches, laterals, and ancillary facilities; plus b. Area of the base of stockpiles on unpaved surfaces; plus c. Surface area of the borrow area; plus
d. Areas of paved surfaces to be constructed for the project; plus e. Areas of new roads constructed or areas of major reconstruction to existing roads (e.g., improvements to two-track surfaces or road widening) for the sole purpose of accessing construction activities or as part of the final project; plus f. Equipment and material storage, staging, and preparation areas (laydown areas) not on paved surfaces; plus
g. Construction activities areas outside the surface area of trenches, laterals, and ancillary facilities that will be graded and/or disturbed by the use of construction equipment, vehicles, and machinery during construction activities.

I.B.2. Stockpiling Areas
I.B.2.a. Stockpiling areas, borrow areas, and the removal of soils from a linear project shall be included when calculating the area of disturbed soil for a site when:
i. The area of the base of stockpiled soil on-site or immediately adjacent to a linear project and the stockpile is not on a paved surface. ii. The surface borrow areas that are on-site or immediately adjacent to a linear project.
iii. The area of the base of stockpiled soil that is hauled off-site to a location owned or operated by the discharger that is not a paved surface, except when the off-site location is already subject to a separate NPDES permit covering potential discharges to a waters of the United States. iv. The surface area of the borrow pit for soil that is brought to the project from an off-site location owned or operated by the discharger except when the off-site location is already subject to a separate stormwater permit or greater than one fourth mile from the linear project.

I.B.2.b. Trench spoils on a paved surface that are either returned to the trench or excavation or hauled away from the project daily for disposal or reuse, will not be included in the disturbed area calculation.

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I.C. Fees
I.C.1. A discharger must submit the appropriate fee with its completed Notice of Intent application package. Fees are established through regulations adopted by the State Water Board every year.2 Fees are subject to change by regulation.

I.C.2. Where the fee is calculated based upon the total acreage of land disturbed (opposed to the total acreage of land owned), total acreage includes all areas anticipated to be disturbed throughout the duration of the project (e.g., 10 acres is scheduled to be disturbed the first year and 10 acres for four subsequent; the fees would be based upon 50 acres of total disturbance).

I.C.3. Dischargers that apply for and satisfy the Small Construction Rainfall Erosivity Wavier requirements shall pay the applicable fee.

I.D. Permit Registration Documents Submittal Prior to Commencement of Construction
I.D.1. Linear project dischargers proposing to conduct construction activities subject to this General Permit shall certify and submit Permit Registration Documents prior to the commencement of construction activity. Construction activity cannot commence until a Waste Discharge Identification (WDID) number is issued.

I.D.2. A linear project discharger with coverage under a Programmatic Notice of Intent shall certify and submit a Linear Construction Activity Notification for each non- contiguous linear project site prior to the start of construction.

I.D.3. In all cases, except public emergencies (e.g., wildfire, flood), Permit Registration Documents must be completed and WDID number issued before construction can commence (refer to Section III.A.3 of the Order of this General Permit).

I.E. Submittal of Complete Permit Registration Documents All dischargers required to comply with this General Permit shall electronically certify and submit the required Permit Registration Documents, through the Stormwater Multiple Application and Report Tracking System (SMARTS). The discharger shall assure that all information in its Permit Registration Documents complies with the Homeland Security Act and other federal law addressing security in the United States.

The discharger shall submit completed Permit Registration Documents to obtain coverage under this General Permit. If any of the required items are incomplete or missing, the Permit Registration Documents submittal will be rejected.

The State Water Board will process the application package in the order received and assign a WDID number upon receipt of a complete Permit Registration Documents submittal. Permit coverage begins once a WDID number is assigned. 2 California Code of Regulations (CCR), Title 23, Division 3, Chapter 9. Waste Discharge Reports and Requirements, Article 1. Fees.

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ATTACHMENT E.2 E.2-4
II. STANDARD PERMIT REGISTRATION DOCUMENTS FOR ALL LINEAR PROJECT

DISCHARGERS
II.A. Notice of Intent
II.A.1. A Notice of Intent is a project-specific application to obtain regulatory coverage for discharges of stormwater and authorized non-stormwater from construction activities to waters of the United States. The application includes the entry of site information, contact information, and Permit Registration Document-specific information requirements.

II.A.2. Per Order, Section III.B.4, a Programmatic Notice of Intent covers all sites, of similar scope, within a Regional Water Board boundary or statewide under a single common SWPPP. A regional programmatic Notice of Intent shall include the common SWPPP and contact information. A statewide programmatic Notice of Intent shall include the common SWPPP, contact information, the estimated total disturbed site acreage for the duration of the project, and an identification of the element of Executive Order N-73-20 directing the project. Disturbed acreage for linear project activities regulated under a separate Notice of Intent is excluded from the statewide programmatic permitting disturbed area.

For regional and statewide programmatic permit coverage, each specific site is required to submit a Linear Construction Activity Notification which shall describe site-specific information including:
a. Site name and/or reference number;
b. Site location;
c. Site-specific SWPPP map detailing pollutant sources and implemented BMPs;
d. Total disturbed site acreage;
e. Estimated start and end date;
f. Risk type determination and supporting documentation; and g. Site contact information (name, phone number, address).

II.B. Risk Type Determination
All linear project dischargers are required to conduct a Risk Type Determination, where the site’s overall risk is separated into sediment risk and receiving water risk.

The discharger must utilize either the Water Board’s standard risk determination (provided in SMARTS), a site-specific risk determination, or a combination of the two as described in Attachment E.1 of this General Permit.

II.B.1. The standard risk determination (Geographic Information Systems (GIS) Map Method) includes utilizing the following:
a. U.S. EPA Rainfall Erosivity (R) Factor Calculator website; b. Sediment Risk Map tool; and
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c. High-Risk Receiving Watershed Map tool.

II.B.2. The site-specific risk determination (Individual Method) includes utilizing the following:
a. U.S. EPA Rainfall Erosivity (R) Factor Calculator website; b. Manually calculated soil erodibility (K) and length-slope (LS) factors; c. 303(d) list of water bodies impaired for sediment; and d. List of beneficial uses for the receiving water, found in Regional Water Quality Control Board Basin Plans.

II.B.3. Sites that discharge to an unlisted receiving water that is tributary to a sediment- sensitive waterbody, within the Hydrologic Unit Code 10 (HUC 10) watershed scale, are considered high receiving water risk sites.

II.B.4. The discharger may use a combination of the standard and site-specific risk determination methods to calculate the soil erodibility (K), length-slope (LS), sediment risk, and receiving water risk.

II.B.5. The discharger shall calculate the site's sediment risk and receiving water risk during all phases of construction activity (e.g., demolition and pre-development site preparation, grading and land development, streets and utilities, vertical construction, final landscaping, and site stabilization).

II.B.6. SMARTS will assign the higher Risk Type to the entire site for any site spanning two or more planning watersheds.

II.B.7. Sites, parcels, or individual lots that are part of a larger plan of development shall include the larger plan of development in Risk Type determination. The discharger shall include this determination in the Permit Registration Documents submittal.

II.B.8. Dischargers may request that the Regional Water Board revise the site-specific Risk Type determination values in SMARTS by providing the following information to the Regional Water Board:
a. A site-specific soils test (ASTM D-422)3,4 certified by a California licensed professional engineer or geologist to determine the K factor used in the revised Risk Level determination. The soil testing must include the soil classification method used (e.g., Unified Soil Classification System); b. A site-specific survey of the elevation change to determine the LS factor used in the revised Risk Type determination certified by a professional licensed by 3 ASTM D-422 is the standard test method used for the quantitative determination of the distribution of particle sizes in soils.
4 Environmental Protection Agency, American Society for Testing and Materials (ASTM) Standards, <https://www.epa.gov/sites/default/files/2020-01/documents/sedc_2004- 2005_append.pdf> [as of July 2022]
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the California Board of Professional Engineers, Land Surveyors and Geologists for this work; and
c. A revised Risk Type determination manually calculated in accordance with Attachment E.1 of this General Permit.

II.C. Site Specific Stormwater Pollution Prevention Plan, Drawings, and Map The SWPPP (including site-specific drawings and map) is a linear project-specific document developed for implementation of this General Permit. The SWPPP shall be developed by a Qualified SWPPP Developer and certified and submitted by each discharger with the other Permit Registration Documents.

II.D. Additional Permit Registration Document Requirements Related to Specific Projects
II.D.1. Dischargers who are proposing to implement active treatment systems shall also certify and submit in SMARTS:
a. A complete Active Treatment System Plan in accordance with Attachment F at least 14 days prior to the planned operation of the active treatment system, and a copy shall be available on-site during active treatment system operation;
b. The system design and supporting documentation; and
c. Proof that the system and/or Active Treatment System Plan was designed by a qualified active treatment system professional in accordance with Attachment F.

II.D.2. Dischargers who are proposing to implement passive treatment shall certify and submit in SMARTS:
a. A complete Passive Treatment Plan in accordance with Attachment G at least 14 days prior to the planned operation of the passive treatment system, and a copy shall be available on-site during operation;
b. The system design and any supporting documentation; and c. Proof that the Passive Treatment Plan and/or system was designed by an appropriate licensed professional (see Attachment G).

II.D.3. Dischargers who are proposing an alternate Risk Justification shall include:
a. Soil type identification through laboratory analysis, certified by a CBPELSG5 license holder; and
b. Site slope determination topographic survey certified by a CBPELSG license holder.
5 California Board of Professional Engineers, Land Surveyors, and Geologists ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT E.2 E.2-7
II.D.4. Dischargers with linear projects applying for programmatic permitting shall use SMARTS to apply, manage, submit, and certify Permit Registration Documents.

II.E. Certification of Submitted Documents
The Legally Responsible Person (LRP) shall certify and submit all Permit Registration Documents required by this General Permit through SMARTS. The discharger’s LRP shall have a signed original Electronic Authorization Form on file with the State Water Board for each organization in SMARTS.

II.F. Exceptions to Standard Permit Registration Document Requirements Dischargers with a valid Small Construction Rainfall Erosivity Waiver for a linear project are not required to submit a SWPPP (including site-specific drawings and map).

II.G. Projects and Activities Not Subject to Coverage Under This General Permit II.G.1. Coverage under this General Permit is not required where stormwater discharges from the same linear project construction activities are covered by another NPDES permit. Other discharges from construction activities that are covered under this General Permit can be found in the General Permit Order Section II if not specified below.

II.G.2. Linear project construction activity does not include routine maintenance projects to maintain the original line and grade, hydraulic capacity, or original purpose of the facility. Routine maintenance projects are projects associated with operations and maintenance activities that are conducted on existing lines and facilities and within existing right-of-way, easements, franchise agreements or other legally binding agreements of the discharger. Routine maintenance projects include, but are not limited to projects that are conducted to:
a. Maintain the original purpose of the facility, or hydraulic capacity. b. Update existing lines6 and facilities to comply with applicable codes, standards, and regulations regardless of if such projects result in increased capacity.
c. Repairing leaks.

II.G.3. Routine maintenance does not include:
a. Construction of new lines7 or facilities resulting from compliance with applicable codes, standards, and regulations.
6 Update existing lines includes replacing existing lines with new materials or pipes. 7 New lines are those that are not associated with existing facilities and are not part of a project to update or replace existing lines.

ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT E.2 E.2-8
b. Areas of maintenance projects that are outside of an existing right-of-way, franchise, easements, or agreements, or those temporary facilities (e.g., laydown or staging yards) located outside the existing right of way that directly support conductance of maintenance activity. When a linear project acquires new areas, those areas are subject to this General Permit based on the area of construction activity, material storage, vehicle staging, etc., outside the original right of way.
c. Temporary facilities (e.g., laydown or staging yards) that are shared between maintenance (i.e., inside the existing right of way) and areas on a maintenance project (i.e., outside the existing right of way) are subject to this General Permit when the new area (staging/maintenance yard and linear project) has one or more acres of construction activity.

II.G.4. Linear project construction activity does not include field activities associated with the planning and design of a project (e.g., activities associated with route selection).

II.G.5. Tie-ins conducted immediately adjacent to “energized” or “pressurized” facilities by the discharger are not considered small construction activities where all other linear project construction activities associated with the tie-in are covered by a Notice of Intent and SWPPP of a third party or municipal agency.

II.G.6. Miscellaneous connections to the linear projects that are conducted after all other soil disturbing activities are completed, and the total construction activity remains less than one acre.

II.H. Assistance
Dischargers and discharger representatives may email the State Water Board, Stormwater Help Desk, at [email protected], for assistance with Permit Registration Documents.

ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT F F-1

ATTACHMENT F

ACTIVE TREATMENT SYSTEM REQUIREMENTS

NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES)

GENERAL PERMIT FOR STORMWATER DISCHARGES

ASSOCIATED WITH CONSTRUCTION AND LAND DISTURBANCE ACTIVITIES (GENERAL PERMIT)
A. GENERAL ACTIVE TREATMENT SYSTEM REQUIREMENTS
A.1. The discharger choosing to implement an active treatment system on its site shall comply with all the requirements in this Attachment.

A.2. Active treatments systems are treatment technologies that employ chemical coagulation, chemical flocculation, or electrocoagulation to reduce turbidity caused by fine suspended sediment, and/or to control pH levels. An active treatment system relies on enclosed computerized systems with pumps, filters, and real-time controls.

A.3. The discharger shall assign a lead person (or project manager) who has either a minimum of five years construction stormwater experience or who is a licensed contractor specifically holding a California Class A Contractors license1 to oversee the operation of the active treatment system.

A.4. An active treatment system may be bypassed if the discharger has met the following conditions:
a. The discharger demonstrates all discharges from the watershed area that the active treatment system was designed to treat are in compliance with the numeric action levels, numeric effluent limitations, and receiving water limitations established by this General Permit through the applicable monitoring requirements in Attachments D or E; and
b. If dewatering is occurring as part of the bypass, the discharger shall comply with the dewatering requirements in Attachment J.

A.5. The discharger shall comply with applicable local pre-treatment requirements per the local sanitation agency if the active treatment system effluent is locally authorized to be discharge into a sanitary sewer system. The discharger shall include proof of authorization and specific criteria required by the local sanitation agency in its Active Treatment System Plan.
1 Business and Professions Code Division 3, Chapter 9, Article 4, Class A Contractor:

A general engineering contractor is a contractor whose principal contracting business is in connection with fixed works requiring specialized engineering knowledge and skill. Web. <http://www.cslb.ca.gov/About_Us/Library/Licensing_Classifications/A_- _General_Engineering_Contractor.aspx>. [as of May 20, 2021].

ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT F F-2
B. DESIGN CRITERIA AND SPECIFICATIONS
B.1. Design Criteria
B.1.a. The active treatment system shall be designed to capture and treat (within a 72- hour period) a volume equivalent to the runoff from a 10-year, 24-hour storm event using a watershed coefficient of 1.0.

B.1.b. The watershed runoff coefficient used to size the active treatment system shall be 1.0.

B.1.c. All discharges from the active treatment system must comply with numeric effluent limitations as specified in Section D.4 below.

B.1.d. Runoff in excess of the design storm used to size the active treatment system shall not be routed through the active treatment system and must meet the bypass requirements in Section A.4, above.

B.1.e. The discharger shall design the active treatment system to preclude the discharge of treatment chemicals or settled floc2 from the system.

B.1.f. The discharger shall design outlets to dissipate energy from concentrated flows.

B.1.g. The discharger shall design the bypass conveyance to dissipate energy from concentrated flows.

B.2. Treatment Chemicals for Coagulation and Flocculation B.2.a. The discharger shall select, for use within the active treatment system, treatment chemical(s) capable of complying with the technology-based numeric effluent limitations by using one of the following methods:
i. The discharger shall conduct, at minimum, six site-specific jar tests (per treatment chemical with one test serving as a control) for each site to determine the proper treatment chemical and dosage levels for their active treatment system. The discharger shall conduct the jar tests using water samples that represent typical site conditions and in accordance with the current version of ASTM D2035.3
ii. Single field jar tests may also be conducted during a project if conditions warrant; an example includes, if construction activities disturb changing types of soils, which consequently cause change in stormwater and runoff characteristics.
2 Floc is defined as a clump of solids formed by a chemical action. 3 ASTM D2035 is the standard test practice used for coagulation-flocculation jar testing of water, which assists in the evaluation of a treatment to reduce dissolved, suspended, colloidal, and nonsettleable matter in water via chemical coagulation- flocculation.

ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT F F-3
B.3. Filtration
B.3.a. The active treatment system shall include a filtration step between the coagulant treatment train and the effluent discharge. This is commonly provided by sand, bag, or cartridge filters.

B.3.b. The discharger shall remove, dispose of, or recirculate (to the beginning of the treatment process) all backwash water.

B.4. Instrumentation
B.4.a. The active treatment system shall be equipped with instrumentation that automatically measures and records effluent water quality data and flow rate.

B.4.b. The minimum data recorded shall be consistent with the monitoring and reporting requirements below, and shall include:
i. Influent turbidity;
ii. Effluent turbidity;
iii. Influent pH;
iv. Effluent pH;
v. Residual chemical;
vi. Effluent flow rate;
vii. Effluent flow volume;
viii. Total volume; and
ix. Freeboard on storage.

B.4.c. Systems shall be equipped with a data recording system, such as data loggers or webserver-based systems, which records each measurement on a frequency no longer than once every 15 minutes.

B.4.d. Cumulative flow volume shall be recorded daily. The data recording system shall have the capacity to record a minimum of seven days continuous data.

B.4.e. Instrumentation systems shall be interfaced with system control to provide auto shutoff or recirculation in the event that effluent measurements exceed turbidity or pH numeric action levels or numeric effluent limitations.

B.4.f. The system shall also assure that upon system upset, power failure, or other catastrophic event, the active treatment system will default to a recirculation mode or safe shut down.

B.4.g. Instrumentation (flow meters, probes, valves, streaming current detectors, controlling computers, etc.) shall be installed and maintained per manufacturer’s recommendations, which shall be included in the discharger’s Quality Assurance/Quality Control plan.

B.4.h. The Quality Assurance/Quality Control plan shall specify calibration procedures and frequencies, instrument method detection limit or sensitivity verification, laboratory duplicate procedures, and other pertinent procedures.

ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT F F-4
B.4.i. The instrumentation system shall include a method for controlling coagulant or flocculant dose, to prevent potential overdosing. Available technologies include flow/turbidity proportional metering, periodic jar testing and metering pump adjustment, and ionic charge measurement controlling the metering pump.

C. ACTIVE TREATMENT SYSTEM MAINTENANCE REQUIREMENTS
C.1. Operation and Maintenance
C.1.a. The discharger shall operate and maintain the active treatment system in accordance with the site-specific Operation and Maintenance Manual.

C.1.b. The Operation and Maintenance Manual shall only be used in conjunction with appropriate site-specific design specifications that describe the system configuration and operating parameters.

C.2. Residuals Management
C.2.a. Sediment shall be removed from the storage or treatment cells as necessary to ensure that the cells maintain their required water storage, sediment storage, and settling zone capacity.

C.2.b. Handling and disposal of all solids generated during active treatment system operations shall be done in accordance with all local, state, and federal laws and regulations.

D. ACTIVE TREATMENT SYSTEM MONITORING REQUIREMENTS
D.1. Visual Observations
D.1.a. The discharger shall visually observe the active treatment system for proper performance during each day of operation, including but not limited to:
i. All instrumentation; and
ii. Filter loading to confirm that the final filter stage is functioning properly.

D.1.b. The discharger shall visually observe the active treatment system through either of the following two options:
i. A designated responsible person who is on-site at all times during treatment operations to visually observe all portions of the active treatment system.

OR
ii. An operator continuously monitoring the active treatment system off-site. The active treatment system must be able to conduct a safe shut down autonomously when the operator connection is lost and/or the system is discharging above levels specified by this Attachment. The active treatment system shall have redundant monitoring of dosing amounts, influent, and effluent pollutant monitoring. The system shall be able to perform self- diagnostics for safe system shut down when one or more sensors is not performing as desired. All data relevant to system operation shall be collected, monitored, and recorded.

ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT F F-5
D.2. Water Quality Monitoring
D.2.a. The discharger shall continuously monitor and record flow at not greater than 15- minute intervals for total volume treated and discharged.

D.2.b. The discharger shall continuously monitor and record influent and effluent pH at 15-minute intervals if not more frequently.

D.2.c. The discharger shall continuously monitor and record influent and effluent turbidity (expressed in NTU) at 15-minute intervals if not more frequently.

D.2.d. The discharger shall monitor and record the type and amount of chemical(s) used for pH adjustment, if any.

D.2.e. The discharger shall monitor and record the dose rate of chemical used in the active treatment system (expressed in mg/L) 15-minutes after startup and every eight hours of operation.

D.2.f. The discharger shall monitor the effluent for residual all chemical(s) and/or additive levels, performing monthly laboratory duplicates for residual coagulant analysis.

D.3. Residual Chemical and Toxicity Monitoring
D.3.a. The discharger shall utilize a residual chemical test method that has a method detection limit of 10 percent or less than the maximum allowable threshold concentration4 for the specific coagulant in use and for the most sensitive species to the chemical used.

D.3.b. The discharger shall utilize a residual chemical test method that produces a result within one hour of sampling.

D.3.c. The discharger shall have a State Water Board Environmental Laboratory Accreditation Program (ELAP) accredited laboratory validate the selected residual chemical test is appropriate for the coagulant or flocculant used.

Specifically, the laboratory will review the test protocol, test parameters, and the detection limit of the coagulant or flocculant. The discharger shall electronically certify and submit this documentation as part of the Active Treatment System Plan through SMARTS.
4 The Maximum Allowable Threshold Concentration (MATC) is the allowable concentration of residual, or dissolved, coagulant/flocculant in effluent. The MATC shall be coagulant/flocculant-specific, and based on toxicity testing conducted by an independent, third-party laboratory. A typical MATC would be:

The MATC is equal to the geometric mean of the No Observed Effect Concentration and Lowest Observed Effect Concentration Acute and Chronic toxicity results for most sensitive species determined for the specific coagulant. The most sensitive species test shall be used to determine the MATC.

ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT F F-6
D.3.d. The discharger shall operate the active treatment system in batch treatment mode if the discharger cannot utilize a residual chemical test method that meets the requirements above, Section D.3.a through D.3.c.

D.3.e. The discharger shall not cause adverse physical impacts on receiving waters through the use of active treatment system batch storage and treatment, including but not limited to, inadequate storage volume, sudden released of the batches, and improperly designed discharge points.

D.3.f. The discharger operating in batch treatment mode shall perform toxicity testing in accordance with the following:
i. The discharger shall initiate acute toxicity testing on effluent samples representing effluent from each batch prior to discharge.5 All bioassays shall be sent to a laboratory accredited by the State Water Board Environmental Laboratory Accreditation Program.6
ii. Acute toxicity tests shall be conducted with the following species and protocols. The methods to be used in the acute toxicity testing shall be those outlined for a 96-hour acute test in “Methods for Measuring the Acute Toxicity of Effluents and Receiving Water to Freshwater and Marine Organisms, U.S. EPA-821-R-02-012” for Fathead minnow, Pimephales promelas or Rainbow trout, Oncorhynchus mykiss may be used as a substitute for Fathead minnow.
iii. All toxicity tests shall meet quality assurance criteria and test acceptability criteria in the most recent versions of the U.S. EPA test method for whole effluent toxicity testing.7
iv. All toxicity tests and analysis shall be consistent with statewide requirements for acute and chronic toxicity, including implementation requirements. See Toxicity Provisions.

D.4. Active Treatment System Numeric Effluent Limitation Requirements D.4.a. Effluent at the point of discharge from the active treatment system shall comply with the technology-based numeric effluent limitations established for active treatment system.

D.4.b. Numeric effluent limitations for discharges from an active treatment system are listed below and in Table 1:
i. pH of all active treatment system discharges shall be within the range of 6.0 to 9.0.
5 This requirement only requires that the test be initiated prior to discharge. 6 Addition information can be found on the ELAP webpage. <https://www.waterboards.ca.gov/drinking_water/certlic/labs/> 7 U.S. EPA. Whole Effluent Toxicity (WET). Web. <https://www.epa.gov/npdes/whole- effluent-toxicity-wet>. [as of May 20, 2021].

ORDER WQ 2022-0057-DWQ
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ATTACHMENT F F-7
ii. Turbidity of all active treatment system discharges shall be less than 10 NTU for daily flow-weighted average of all samples and 20 NTU for any single sample.
iii. Residual Chemical shall be < 10 percent of Maximum Allowable Threshold Concentration8 for the most sensitive species to the chemical used.

Table 1 – Numeric Effluent Limitations, Test Methods, Method Detection Limits, and Reporting Units for Active Treatment System Discharges Parameter Test Method Method Detection
Limit
Reporting
Units
Numeric Effluent
Limitation
pH
Field test
with
calibrated
portable
instrument

0.2 pH Units Lower = 6.0
Upper = 9.0
Turbidity
EPA 0180.1
and/or field
test with a
calibrated
portable
instrument
1 NTU9
10 NTU for Daily
Flow-Weighted
Average
&
20 NTU for Any
Single Sample
Residual
Chemicals
U.S. EPA-
approved test
method for
the specific
pollutant
parameter
Less than 10
percent of MATC
for most sensitive
species to the
chemical used
Dependent
on the test
method
Less than 10 percent
of MATC for most
sensitive species to
the chemical used
D.4.c. If an analytical effluent sampling result is outside the range of pH numeric effluent limitations (i.e., is below the lower numeric effluent limitation for pH or exceeds the upper numeric effluent limitation for pH), exceeds the turbidity numeric effluent limitation, or exceeds the residual chemical numeric effluent limitation, the discharger shall cease discharge from the active treatment system and comply with the reporting requirements in Section E.3 of this Attachment. 8 The Maximum Allowable Threshold Concentration (MATC) is the allowable concentration of residual, or dissolved, coagulant/flocculant in effluent. The MATC shall be coagulant/flocculant-specific, and based on toxicity testing conducted by an independent, third-party laboratory. The MATC is equal to the geometric mean of the NOEC (No Observed Effect Concentration) and LOEC (Lowest Observed Effect Concentration) Acute and Chronic toxicity results for most sensitive species determined for the specific coagulant. The most sensitive species test shall be used to determine the MATC.
9 Nephelometric Turbidity Unit
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT F F-8
D.4.d. Discharges from active treatment system shall comply with applicable numeric effluent limitations (above) unless the precipitation event causing the discharge is determined, after the fact, to be equal to or larger than the compliance precipitation event (expressed in inches of rainfall). The compliance precipitation event for active treatment system discharges is the 10-year, 24-hour storm, as determined using the National Weather Service’s Hydrometeorological Design Studies Center Precipitation Frequency Data Server10 or equivalent.

D.4.e. The discharger may resume operation of the active treatment system if corrective actions were implemented to prevent future exceedances of the numeric effluent limitations.

E. ACTIVE TREATMENT SYSTEM REPORTING REQUIREMENTS
E.1. Active Treatment System Plan
E.1.a. The discharger shall prepare an Active Treatment System Plan that combines the site-specific data and treatment system information required to safely and efficiently operate an active treatment system.

E.1.b. The Active Treatment System Plan shall be electronically certified and submitted through SMARTS as an attachment to the SWPPP, at least 14 days prior to the planned operation of the active treatment system, and a copy shall be available on-site during active treatment system operation.

E.1.c. At a minimum, the Active Treatment System Plan shall include:
i. Contact information of all personnel responsible for monitoring and maintaining the active treatment system;
ii. A map depicting the watershed area treated by the active treatment system, shown in acres;
iii. Specifications of any storage ponds, tanks, or other stormwater containment associated with the active treatment system;
iv. The treatment capacity of the active treatment system, defined as the number of hours needed to treat the captured volume from a given design storm (e.g., 5-year, 24-hour) using a watershed runoff coefficient of 1.0; v. An Active Treatment System Operation and Maintenance Manual for all equipment that at minimum:

1. Covers the procedures required to install, operate, and maintain the active treatment system;11
10 NOAA’s National Weather Service. Web.
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_map_cont.html [as of May 20, 2022]. 11 The operation and maintenance manual is typically in a modular format addressing generalized operating and maintenance procedures for each system-specific component.

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ATTACHMENT F F-9

2. Includes information for specific pumps, generators, control systems, and other equipment used to operate the active treatment system; and

3. Includes a failure plan that gives procedural details on when (failure indicators) and how to shut the system down (procedure), and who at the Regional Water Board to contact.
vi. A monitoring and sampling plan, including quality assurance and quality control documentation that at minimum specifies:

1. Calibration methods and frequencies for all system and field measurement instruments;

2. The methods for determining method detection limits for each residual coagulant measurement method;

3. Acceptable minimum method detection limits for each method, specific to individual coagulants; and

4. Specific procedures for monthly laboratory duplicates for residual coagulant analysis.
vii. An Active Treatment System Health and Safety Plan; and viii. An Active Treatment System Spill Prevention and Response Plan.

E.2. Visual Observations
E.2.a. The discharger shall keep all completed inspections checklists and related documentation with the SWPPP on-site or electronically.

E.3. Water Quality Monitoring
E.3.a. At a minimum, every 30 days the Legally Responsible Person representing the discharger shall electronically certify and submit active treatment system field data through SMARTS.

E.3.b. The discharger shall report any indications of toxicity or other violations of water quality objectives to the appropriate regulatory agency as required by this General Permit.

E.3.c. The system operator shall immediately report any measurements exceeding water quality standards to the discharger, who shall notify the Regional Water Board.

E.3.d. Dischargers in violation of any of the active treatment system numeric effluent limitations shall electronically certify and submit through SMARTS the analytical results within 24-hours of obtaining the results.

E.3.e. The discharger shall electronically certify and submit a Numeric Effluent Limitation Violation Report in SMARTS with 14 days after the numeric effluent limitation exceedance has been identified for any monitoring data exceeding an applicable numeric effluent limitation in this General Permit.

ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT F F-10
E.3.f. The discharger shall include in the Numeric Effluent Limitation Violation Report:
i. The analytical method(s), method reporting unit(s), and method detection limit(s) of each analytical parameter (analytical results that are less than the method detection limit shall be reported as “less than the method detection limit”);
ii. The date, place, time of sampling, visual observation (inspections), and/or measurements, including precipitation; and
iii. An assessment of what caused the active treatment system to exceed the numeric effluent limitation, and the proposed corrective actions taken to prevent future exceedances.

E.3.g. The active treatment system dischargers shall report the on-site rain gauge reading and nearby governmental rain gauge readings for verification if an applicable numeric effluent limitation has been exceeded during a precipitation event equal to or larger than the compliance precipitation event.

ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT G G-1

ATTACHMENT G

REQUIREMENTS FOR THE USE OF PASSIVE TREATMENT TECHNOLOGIES

NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES)

GENERAL PERMIT FOR STORMWATER DISCHARGES ASSOCIATED WITH

CONSTRUCTION AND LAND DISTURBANCE ACTIVITIES
(GENERAL PERMIT)
A. GENERAL PASSIVE TREATMENT TECHNOLOGIES REQUIREMENTS
A.1. The discharger choosing to implement passive treatment technologies (passive treatment) on their site shall comply with all requirements in this Attachment and this General Permit.

A.2. Passive treatment is the application of natural or synthetic chemicals and products to reduce turbidity in discharges through coagulation and flocculation. Passive treatment does not rely on computerized, enclosed systems with pumps, filters, and real-time controls. Passive treatment may include pumps where they are necessary to move water around the site.1 This Attachment is for the use of water applied passive treatment products that remove suspended solids such as sediment from stormwater (e.g., liquid treatment chemicals, powders, slow- releasing solid blocks/socks) without using an active treatment system.

A.3. The discharger shall not use chemical treatment as a standalone Best Management Practice (BMP) for site erosion and sediment controls and shall maximize the use of non-chemical BMPs for site erosion and sediment controls.

A.4. The discharger shall employ a trained person knowledgeable in the principles and practices of passive treatment to oversee the product application or installation.

A.5. The discharger shall store products at the site in leak-proof containers with secondary containment kept under a storm-resistant shelter. The discharger shall follow the manufacturer’s instructions for handling and storage.

A.6. The discharger shall use passive treatment in a manner that precludes the accidental discharge of passive treatment products during storage, application, and after being applied.

A.7. The discharger shall maintain a copy of the site-specific Passive Treatment Plan in the Stormwater Pollution Prevention Plan (SWPPP). This document shall be kept updated in the Stormwater Multiple Application and Report Tracking System 1 U.S. EPA. Federal Register V 77. No 1. Effluent Limitations Guidelines and Standards for the Construction and Development Point Source Category. Web. January 3, 2012. <https://www.govinfo.gov/content/pkg/FR-2012-01-03/pdf/2011-33661.pdf>. [as of May 20, 2021].

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ATTACHMENT G G-2
(SMARTS) and on-site in compliance with the record retention requirements in the Standard Provisions of this General Permit (Section VI).

B. PASSIVE TREATMENT DESIGN AND TOXICOLOGY REQUIREMENTS B.1. The use of cationic chemicals for passive treatment is not authorized by this General Permit. Cationic chemicals are only authorized for use in active treatment systems complying with the criteria in Attachment F of this General Permit. Anionic chemicals are authorized for use in passive treatment systems, typically consisting of polyacrylamides2. Passive treatment consisting of polyacrylamides must:
a. Be free of nonylphenol and nonylphenol ethoxylates, often used as surfactants in emulsion-based products. Emulsion-based products may contain surfactants and petroleum distillates that can be toxic to aquatic life;3 b. Be food grade (National Sanitary Foundation/American National Standards Institute) products, or contain less than 0.05 percent residual monomer by volume;4
c. Have a charge density between 10 and 55 percent by weight; d. Have a molecular weight between 6 and 25 milligrams per mole; and e. Be mixed and applied in accordance with Occupational Safety and Health Administration Safety Data Sheet requirements and the manufacturer’s recommendations.

B.2. A California licensed Professional Engineer shall design the discharge location(s) from the area treated with passive treatment products (treatment zone) to dissipate energy from concentrated flows.

B.3. Stormwater treated with passive treatment products in a treatment zone prior to being discharged from the construction site shall pass through a sediment control 2 Michigan Department of Environmental Quality, Water Resources Division, Technical Guidance for the Use of Polyacrylamide Products for Soil Erosion and Sedimentation Control (SESC). Web. November 2014.
<https://www.michigan.gov/documents/deq/wb-stormwater-
TechnicalGuidancePAMs_197048_7.pdf>. [as of May 20, 2021]. 3 Michigan Department of Environmental Quality, Water Resources Division, Technical Guidance for the Use of Polyacrylamide Products for Soil Erosion and Sedimentation Control (SESC). Web. November 2014.
<https://www.michigan.gov/documents/deq/wb-stormwater-
TechnicalGuidancePAMs_197048_7.pdf>. [as of May 20, 2021]. 4 The U.S. EPA. Support Document for the Third Six-Year Review of Drinking Water Regulations for Acrylamide and Epichlorohydrin. Web. December 2016. <https://www.epa.gov/sites/production/files/2016-12/documents/810r16019.pdf>. [as of May 20, 2021].

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ATTACHMENT G G-3
BMP (including, but not limited to, a sediment basin or trap) or filter (including, but not limited to, sand filter or geotextile bag) to settle or remove flocculants prior to discharge from the site.

B.4. The discharger shall include in the Passive Treatment Plan, current acute and chronic toxicological test data provided by the manufacturer, a laboratory employed by the manufacturer, or a third-party organization.

B.4.a. The methods for the acute toxicity testing shall be those outlined for a 96-hour acute test in “Methods for Measuring the Acute Toxicity of Effluents and Receiving Water to Freshwater and Marine Organisms, U.S. EPA-821-R-02-012” for Pimephales promelas (fathead minnow). Acute toxicity for Oncorhynchus mykiss (rainbow trout) may be used as a substitute for testing fathead minnows.

B.4.b. The methods for the chronic toxicity testing shall be those outlined for an 8-day chronic test in “Short-term Methods for Estimating the Chronic Toxicity of Effluents and Receiving Waters to Freshwater Organisms, U.S. EPA-821-R-02- 013” for Ceriodaphnia dubia (Daphnia).

B.4.c. All toxicity tests shall meet quality assurance criteria and test acceptability criteria in the most recent versions of the U.S. EPA test method for Whole Effluent Toxicity (WET) testing5 as well any toxicity provisions adopted by the State Water Board.

B.4.d. The toxicological information in the Passive Treatment Plan shall indicate the safety of the passive treatment product(s) based on expected release rates, toxicity reports, the anticipated concentration (calculated from product release rate) and intended use at the site.

C. PASSIVE TREATMENT APPLICATION REQUIREMENTS
C.1. The discharger shall ensure passive treatment product(s) are used as follows:

C.1.a. The distance or barrier between the treatment zone and the receiving water(s) shall comply with surface water buffer requirements, in Attachment D, Section II.G for traditional construction projects or Attachment E, Section II.G for linear underground and overhead projects, to prevent a discharge of treated effluent to the receiving water. Applying passive treatment products directly into a receiving water is prohibited.

C.1.b. Passive treatment application rates, dosing, and methods used in treatment zones shall be determined based on the manufacturer’s guidance to provide adequate sediment control without having an excess amount in runoff. 5 U.S. EPA. Whole Effluent Toxicity (WET). Web. <https://www.epa.gov/npdes/whole- effluent-toxicity-wet>. [as of May 20, 2021].

ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT G G-4
C.1.c. Passive treatment re-application rates, dosing, and methods used in treatment zones shall occur based on the manufacturer’s recommended frequency and on- site conditions such as soil type, precipitation, and slope to avoid the discharge of excess product in runoff.

C.2. The Passive Treatment Chemicals Performance Testing,6 Dosing, Mixing, and Settling for use in Sediment Control BMPs
C.2.a. The discharger shall ensure stormwater is treated and sediment from the site is tested by a person trained in the use of the passive treatment product prior to being applied at the site. The testing should demonstrate that the selected formulation is an effective product for removing suspended sediment.

C.2.b. The discharger shall employ a trained person to calculate the appropriate standard passive treatment product quantity per unit flow rate value using the following factors:
i. The specific chemical(s) or product(s) formulation being used; ii. The amount of chemical/product applied;
iii. The flow rate of water through the system;
iv. The soil type and site topography; and
v. The physical structure of the system.

C.2.c. This calculated value shall be included in the Passive Treatment Plan and be recalculated and resubmitted via SMARTS as site conditions change.

C.2.d. The discharger shall employ a trained person to ensure that the mixing and reaction time recommended by the manufacturer is followed during passive treatment application.

C.2.e. The discharger shall ensure that the settling area for the passive treatment product-sediment laden stormwater is sized to hold the sediment and allows the reasonable cleanout frequency specified in the Passive Treatment Plan. A sedimentation basin BMP shall be implemented upon any evidence that previously settled sediment is being re-suspended.

D. PASSIVE TREATMENT MONITORING REQUIREMENTS
D.1. The discharger using passive treatment shall comply with the monitoring requirements of the General Permit’s Order and all other applicable Attachments. 6 Toronto and Region Conservation. Canada Anionic Polyacrylamide Application Guide for Urban Construction in Ontario. Web. June 2013.
<https://sustainabletechnologies.ca/app/uploads/2013/02/Polymer-Guide- Final_NewFormat.pdf>. [as of May 20, 2021].

ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT G G-5
D.2. Passive Treatment Plan
A Qualified SWPPP Developer shall prepare the Passive Treatment Plan describing the appropriate application rates, dosing, mixing, settling, and filtration (if applicable). The Passive Treatment Plan shall include:7 a. A list of other erosion and sediment control BMPs implemented in the drainage area and treatment zones. Passive treatment shall not be used as a standalone BMP;
b. Manufacturer product details (e.g., function, physical form, product name, expiration date and any other identifiers), specifications, and current acute and chronic toxicological and ecological information;
c. The design details and drawings for maintenance and removal procedures for the products applied on-site;
d. Contact information (name, position, email, phone number) of the trained person who is implementing passive treatment for the discharger; Qualified SWPPP Practitioner; and other site personnel who are trained to assist the discharger with the passive treatment implementation;
e. Inspection and maintenance requirements for treatment zones; f. Monitoring, sampling and reporting plan, including quality assurance/quality control (QA/QC);
g. Health and safety procedures;
h. Spill prevention and response procedures;
i. Calculated and re-calculated quantities of passive treatment products used (Section C.2 above);
j. Site-specific performance testing results and the associated dosage/application rate(s) (Section C.2 above);
k. Site map of:
i. Site area location(s) where the product(s) is used (treatment zone); ii. Treatment zone effluent discharge location(s);
iii. Site location(s) where product(s) will be stored;
iv. Locations of product recovery BMP(s), including but not limited to, ponds, chemicals and/or product recovery BMPs etc.; and
7 Toronto and Region Conservation. Canada Anionic Polyacrylamide Application Guide for Urban Construction in Ontario. Web. June 2013.
<https://sustainabletechnologies.ca/app/uploads/2013/02/Polymer-Guide- Final_NewFormat.pdf>. [as of May 20, 2021].

ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT G G-6
v. Surface water buffer between the passive treatment zone and receiving waters.
l. Treatment zone soil type(s);
m. Proposed application date(s) or schedule; and
n. Application method(s);
D.3. The discharger shall ensure a Qualified SWPPP Practitioner visually inspects the passive treatment zone surface condition within 72 hours before forecasted precipitation events and within 48 hours after qualifying precipitation events.

D.4. The discharger shall ensure that the trained person employed to implement the passive treatment completes a checklist with the following information during each passive treatment product application:
a. Application date(s);
b. Application method(s);
c. Weather condition(s) during application;
d. Estimated flow rate;
e. Estimated volume of water being treated;
f. Application rate(s), dosing, and mixing, consistent with the Passive Treatment Plan; and
g. Any other site-specific conditions or observations relevant to the functioning of the product.

D.5. The Regional Water Boards may use site-specific information to require additional sampling and monitoring8 to confirm the toxicological requirements are being met and to ensure there are no adverse impacts to waters of the United States.

E. PASSIVE TREATMENT REPORTING REQUIREMENTS
E.1. The discharger using passive treatment shall comply with the reporting requirements of the General Permit’s Order and all other applicable Attachments.

E.2. The Passive Treatment Plan shall be electronically certified and submitted through SMARTS 14 days prior to passive treatment use. A copy shall be available on-site during active construction. The Passive Treatment Plan shall be updated in accordance with the SWPPP update schedule specified in the Standard Provisions of this General Permit (Section VI).
8 Aquatic toxicity testing and applicable reporting, recordkeeping, and corrective action requirements; and/or residual chemical testing and applicable reporting, recordkeeping, and corrective action requirements.

ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT G G-7
E.3. The discharger shall ensure that all passive treatment application checklists are kept with the Passive Treatment Plan in accordance with Section VI.F in the Order.

ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-1

ATTACHMENT H

TOTAL MAXIMUM DAILY LOAD IMPLEMENTATION REQUIREMENTS APPLICABLE TO

CONSTRUCTION STORMWATER DISCHARGES

NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES)

GENERAL PERMIT FOR STORMWATER DISCHARGES ASSOCIATED

WITH CONSTRUCTION AND LAND DISTURBANCE ACTIVITIES
(GENERAL PERMIT)
The following table contains a list of existing Total Maximum Daily Loads (TMDLs) that are identified as applicable to construction stormwater dischargers covered under this General Permit. The listed TMDLs were adopted by a Regional Water Quality Control Board or established by the U.S. EPA prior to the adoption date of this General Permit.

The State Water Board may reopen this General Permit to update TMDL-specific requirements in this Attachment, or incorporate new applicable TMDLs adopted during the term of this General Permit.

Responsible Dischargers shall comply with the applicable TMDL-specific requirements by, and after, the Compliance Deadline date listed in Table H-2.

Table H-1: List of Applicable TMDLs
North Coast Regional Water Quality Control Board (Region 1) TMDL Pollutant
Albion River Sediment TMDL Sediment
Big River Sediment TMDL Sediment
Eel River – Lower Main Sediment TMDL Sediment
Eel River – Lower Main Temperature TMDL Temperature
Eel River – Middle Fork Sediment TMDL Sediment
Eel River – Middle Main Sediment TMDL Sediment
Eel River – Middle Main Temperature TMDL Temperature
Eel River – North Fork Sediment TMDL Sediment
Eel River – North Fork Temperature TMDL Temperature
Eel River – South Fork Sediment TMDL Sediment
Eel River – Upper Main Sediment TMDL Sediment
Eel River – Upper Main Temperature TMDL Temperature
Gualala River Sediment TMDL Sediment
Mad River Sediment TMDL Sediment
Mattole River Sediment TMDL Sediment
Mattole River Temperature TMDL Temperature
Navarro River Sediment TMDL Sediment
Navarro River Temperature TMDL Temperature
Noyo River Sediment TMDL Sediment
Scott River Sediment TMDL Sediment
Scott River Temperature TMDL Temperature
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-2
TMDL Pollutant
Ten Mile River Sediment TMDL Sediment
Trinity River Sediment TMDL Sediment
Van Duzen River Sediment TMDL Sediment
San Francisco Bay Regional Water Quality Control Board (Region 2) TMDL Pollutant
Lagunitas Creek Sediment TMDL Sediment
Napa River Sediment TMDL Sediment
Pescadero and Butano Creek Sediment TMDL Sediment
Sonoma Creek Sediment TMDL Sediment
Central Coast Regional Water Quality Control Board (Region 3) TMDL Pollutant
Pajaro River Nutrients TMDL Nitrogen Compounds and
Orthophosphate
San Lorenzo River Siltation TMDL Sediment
Los Angeles Regional Water Quality Control Board (Region 4) TMDL Pollutant
Ballona Creek, Ballona Estuary and Sepulveda
Channel Bacteria TMDL Bacteria
Ballona Creek Metals TMDL Metals
Ballona Creek Estuary Toxics TMDL Toxics
Calleguas Creek Watershed Salts TMDL Salts (Boron, Chloride, Sulfate, TDS)
Calleguas Creek Watershed Metals and Selenium
TMDL Metals and Selenium
Calleguas Creek Watershed OC Pesticides and
PCBs TMDL
Organochlorine Pesticides and
PCBs
Colorado Lagoon Toxics TMDL
Metals, Organochlorine
Pesticides, PAHs, PCBs, and
Sediment Toxicity
Harbor Beaches of Ventura County Bacteria TMDL Bacteria Long Beach City Beaches and Los Angeles River
Estuary Bacteria TMDL Bacteria
Los Angeles Area Lakes TMDLs
Mercury, Nitrogen,
Organochlorine Pesticides,
PCBs, and Phosphorus
Los Angeles and Long Beach Harbor Waters TMDL Metals and Toxics Los Angeles Harbor Bacteria TMDL Bacteria
Los Angeles River Bacteria TMDL Bacteria
Los Angeles River Metals TMDL Metals
Los Angeles River Nutrients TMDL Nutrients
Los Cerritos Channel Metals TMDL Metals
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-3
TMDL Pollutant
Machado Lake Nutrients TMDL Nutrients
Machado Lake Toxics TMDL PCBs and Pesticides
Malibu Creek Bacteria TMDL Bacteria
Marina del Rey Harbor Bacteria TMDL Bacteria
Marina Del Rey Harbor Toxics TMDL Toxics
Oxnard Drain No. 3 TMDL PCBs, Pesticides, and
Sediment Toxicity
San Gabriel River Metals and Selenium TMDL Metals and Selenium Santa Clara River Bacteria TMDL Bacteria
Santa Clara River Nitrogen Compounds TMDL Nutrients
Santa Clara River Reach 3 Chloride TMDL Chloride
Santa Monica Bay Beaches Bacteria TMDL Bacteria
Santa Monica Bay DDTs and PCBs TMDL DDTs and PCBs
Upper Santa Clara River Chloride TMDL Chloride
Ventura River Algae TMDL Nutrients
Lahontan Regional Water Quality Control Board (Region 6) TMDL Pollutant
Squaw Creek Sediment TMDL Sediment
Truckee River Sediment TMDL Sediment
Santa Ana Regional Water Quality Control Board (Region 8) TMDL Pollutant
San Diego Creek and Newport Bay Nutrients TMDL Nutrients San Diego Creek and Newport Bay Organochlorine
Compounds TMDL Organochlorine Compounds
San Diego Creek and Newport Bay Sediment TMDL Sediment
San Diego Creek and Newport Bay Toxics TMDL Toxics
San Diego Regional Water Quality Control Board (Region 9) TMDL Pollutant
Chollas Creek Diazinon TMDL Diazinon
Chollas Creek Metals TMDL Metals
Los Peñasquitos Lagoon Sediment TMDL Sediment
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-4
Table H-2: Compliance Table for TMDL Implementation Requirements North Coast Regional Water Quality Control Board (Region 1) 1 Responsible dischargers for the TMDLs listed in this table are not subject to additional TMDL-related numeric action levels or numeric effluent limitations.

TMDL
Applicable
Water
Body/
Watershed
Pollutants Compliance
Actions
Compliance
Deadline
* Denotes Effective
Date of this
General Permit
Albion River
Sediment
TMDL
Albion River
Watershed Sediment
Comply with
General
Permit and the
additional
Sediment
TMDL
Requirements
in Section
I.E.2 below.

September 1, 2023*
Big River
Sediment
TMDL
Big River
Watershed Sediment
Comply with
General
Permit and the
additional
Sediment
TMDL
Requirements
in Section
I.E.2 below.

September 1, 2023*
Eel River –
Lower Main
Sediment
TMDL
Lower Eel
River
Watershed
Sediment
Comply with
General
Permit and the
additional
Sediment
TMDL
Requirements
in Section
I.E.2 below.

September 1, 2023*
1 Some TMDLs do not specifically state total concentrations for the constituents. Unless otherwise stated in Attachment H, Table H-2, the pollutant shall be reported in total concentrations.

ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-5
TMDL
Applicable
Water
Body/
Watershed
Pollutants Compliance
Actions
Compliance
Deadline
* Denotes Effective
Date of this
General Permit
Eel River –
Lower Main
Temperature
TMDL
Lower Eel
River
Watershed
Temperature
Comply with
General
Permit
September 1, 2023*
Eel River –
Middle Fork
Sediment
TMDL
Middle Fork
Eel River
Watershed
Sediment
Comply with
General
Permit and the
additional
Sediment
TMDL
Requirements
in Section
I.E.2 below.

September 1, 2023*
Eel River –
Middle Main
Sediment
TMDL
Middle Main
Eel River
Watershed
Sediment
Comply with
General
Permit and the
additional
Sediment
TMDL
Requirements
in Section
I.E.2 below.

September 1, 2023*
Eel River –
Middle Main
Temperature
TMDL
Middle Main
Eel River
Watershed
Temperature
Comply with
General
Permit
September 1, 2023*
Eel River –
North Fork
Sediment
TMDL
North Fork
Eel River
Watershed
Sediment
Comply with
General
Permit and the
additional
Sediment
TMDL
Requirements
in Section
I.E.2 below.

September 1, 2023*
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-6
TMDL
Applicable
Water
Body/
Watershed
Pollutants Compliance
Actions
Compliance
Deadline
* Denotes Effective
Date of this
General Permit
Eel River –
North Fork
Temperature
TMDL
North Fork
Eel River
Watershed
Temperature
Comply with
General
Permit
September 1, 2023*
Eel River –
South Fork
Sediment
TMDL
South Fork
Eel River
Watershed
Sediment
Comply with
General
Permit and the
additional
Sediment
TMDL
Requirements
in Section
I.E.2 below.

September 1, 2023*
Eel River –
Upper Main
Sediment
TMDL
Upper Eel
River
Watershed
Sediment
Comply with
General
Permit and the
additional
Sediment
TMDL
Requirements
in Section
I.E.2 below.

September 1, 2023*
Eel River –
Upper Main
Temperature
TMDL
Upper Eel
River
Watershed
Temperature
Comply with
General
Permit
September 1, 2023*
Gualala
River
Sediment
TMDL
Gualala
River
Watershed
Sediment
Comply with
General
Permit and the
additional
Sediment
TMDL
Requirements
in Section
I.E.2 below.

September 1, 2023*
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-7
TMDL
Applicable
Water
Body/
Watershed
Pollutants Compliance
Actions
Compliance
Deadline
* Denotes Effective
Date of this
General Permit
Mad River
Sediment
TMDL
Mad River
Watershed Sediment
Comply with
General
Permit and the
additional
Sediment
TMDL
Requirements
in Section
I.E.2 below.

September 1, 2023*
Mattole
River
Sediment
TMDL
Mattole
River
Watershed
Sediment
Comply with
General
Permit and the
additional
Sediment
TMDL
Requirements
in Section
I.E.2 below.

September 1, 2023*
Mattole
River
Temperature
TMDL
Mattole
River
Watershed
Temperature
Comply with
General
Permit
September 1, 2023*
Navarro
River
Sediment
TMDL
Navarra
River
Watershed
Sediment
Comply with
General
Permit and the
additional
Sediment
TMDL
Requirements
in Section
I.E.2 below.

September 1, 2023*
Navarro
River
Temperature
TMDL
Navarro
River
Watershed
Temperature
Comply with
General
Permit
September 1, 2023*
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-8
TMDL
Applicable
Water
Body/
Watershed
Pollutants Compliance
Actions
Compliance
Deadline
* Denotes Effective
Date of this
General Permit
Noyo River
Sediment
TMDL
Noyo River
Watershed Sediment
Comply with
General
Permit and the
additional
Sediment
TMDL
Requirements
in Section
I.E.2 below.

September 1, 2023*
Scott River
Sediment
TMDL
Scott River
Watershed Sediment
Comply with
General
Permit
September 1, 2023*
Scott River
Temperature
TMDL
Scott River
Watershed Temperature
Comply with
General
Permit
September 1, 2023*
Ten Mile
River
Sediment
TMDL
Ten Mile
River
Watershed
Sediment
Comply with
General
Permit and the
additional
Sediment
TMDL
Requirements
in Section
I.E.2 below.

September 1, 2023*
Trinity River
Sediment
TMDL
Trinity River
Watershed Sediment
Comply with
General
Permit and the
additional
Sediment
TMDL
Requirements
in Section
I.E.2 below.

September 1, 2023*
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-9
TMDL
Applicable
Water
Body/
Watershed
Pollutants Compliance
Actions
Compliance
Deadline
* Denotes Effective
Date of this
General Permit
Van Duzen
River
Sediment
TMDL
Van Duzen
River
Watershed
Sediment
Comply with
General
Permit and the
additional
Sediment
TMDL
Requirements
in Section
I.E.2 below.

September 1, 2023*
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-10
San Francisco Bay Regional Water Quality Control Board (Region 2) 2 Responsible dischargers for the TMDLs listed in this table are not subject to additional TMDL-related numeric action levels or numeric effluent limitations.

TMDL
Applicable
Water
Body/
Watershed
Pollutants Compliance
Actions
Compliance
Deadline
* Denotes Effective
Date of this
General Permit
Lagunitas
Creek
Sediment
TMDL
Lagunitas
Creek
Watershed
Sediment
Comply with
General
Permit
September 1, 2023*
Napa River
Sediment
TMDL
Napa River
Watershed Sediment
Comply with
General
Permit
September 1, 2023*
Pescadero
and Butano
Creek
Sediment
TMDL
Pescadero-
Butano
Watershed
Sediment
Comply with
General
Permit
September 1, 2023*
Sonoma
Creek
Sediment
TMDL
Sonoma
Creek
Watershed
Sediment
Comply with
General
Permit
September 1, 2023*
2 Some of the TMDLs did not specifically state total concentrations for the constituents.

Unless otherwise stated in Attachment H Table H-2, the pollutant should be reported in total concentrations.

ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-11
Central Coast Regional Water Quality Control Board (Region 3) 3 TMDL
Applicable
Water Body/
Watershed
Pollutants
Additional
TMDL-Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
Pajaro
River
Nutrients
TMDL
Pajaro River
Watershed
Un-ionized
Ammonia
NAL of 0.025
mg/L
Comply with
General
Permit and the
additional
Nutrients
TMDL
Requirements
in Section
I.D.3 below.

July 12,
2041
Pajaro
River
Nutrients
TMDL
Pajaro River
Watershed
Streams with
MUN
Beneficial
Use
Nitrate-
Nitrogen
NAL of 10.0
mg/L
Comply with
General
Permit and the
additional
Nutrients
TMDL
Requirements
in Section
I.D.3 below.

July 12,
2041
3 Some of the TMDLs did not specifically state total concentrations for the constituents.

Unless otherwise stated in Attachment H Table H-2, the pollutant should be reported in total concentrations.

ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-12
TMDL
Applicable
Water Body/
Watershed
Pollutants
Additional
TMDL-Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
Pajaro
River
Nutrients
TMDL
Pajaro River
and Pajaro
River Estuary
Corralitos
Creek and
Salsipuedes
Creek
Beach Road
Ditch and
McGowan
Ditch
Nitrate-
Nitrogen
NAL of 8.0
mg/L
Comply with
General
Permit and the
additional
Nutrients
TMDL
Requirements
in Section
I.D.3 below.

July 12,
2041
Pajaro
River
Nutrients
TMDL
Pajaro River
and Pajaro
River Estuary
Corralitos
Creek and
Salsipuedes
Creek
Beach Road
Ditch and
McGowan
Ditch
Orthophos-
phate-
Phosphorus
NAL of 0.3
mg/L
Comply with
General
Permit and the
additional
Nutrients
TMDL
Requirements
in Section
I.D.3 below.

July 12,
2041
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-13
TMDL
Applicable
Water Body/
Watershed
Pollutants
Additional
TMDL-Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
Pajaro
River
Nutrients
TMDL
Llagas Creek
(Downstream
of Cheseboro
Reservoir),
Carnadero
Creek, Uvas
Creek, and
Furlong
Creek
San Juan
Creek and
West Branch
of San Juan
Creek
Tequisquita
Slough
Watsonville
Slough,
Harkins
Slough,
Gallighan
Slough, and
Struve
Slough
Millers Canal
Nitrate-
Nitrogen
NAL of 8.0
mg/L
Comply with
General
Permit and the
additional
Nutrients
TMDL
Requirements
in Section
I.D.3 below.

July 12,
2041
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-14
TMDL
Applicable
Water Body/
Watershed
Pollutants
Additional
TMDL-Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
Pajaro
River
Nutrients
TMDL
Llagas Creek
(Downstream
of Cheseboro
Reservoir),
Carnadero
Creek, Uvas
Creek, and
Furlong
Creek
San Juan
Creek and
West Branch
of San Juan
Creek
Tequisquita
Slough
Watsonville
Slough,
Harkins
Slough,
Gallighan
Slough, and
Struve
Slough
Millers Canal
Orthophos-
phate-
Phosphorus
NAL of 0.3
mg/L
Comply with
General
Permit and the
additional
Nutrients
TMDL
Requirements
in Section
I.D.3 below.

July 12,
2041
San
Lorenzo
River
Siltation
TMDL
San Lorenzo
River
Watershed
Sediment None
Comply with
General
Permit
September
1, 2023*
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-15
Los Angeles Regional Water Quality Control Board (Region 4) 4 TMDL
Applicable
Water
Body/
Watershed
Pollutants
Additional
TMDL-
Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
Ballona
Creek,
Ballona
Estuary,
and
Sepulveda
Channel
Bacteria
TMDL
Ballona
Creek
E. coli, Fecal
Coliform None
Comply with
General Permit
and the
additional
Bacteria TMDL
Requirements in
Section I.A
below.

September
1, 2023*
Ballona
Creek,
Ballona
Estuary,
and
Sepulveda
Channel
Bacteria
TMDL
Ballona
Estuary
Enterococcus,
Fecal
Coliform, Total
Coliform
None
Comply with
General Permit
and the
additional
Bacteria TMDL
Requirements in
Section I.A
below.

September
1, 2023*
Ballona
Creek,
Ballona
Estuary,
and
Sepulveda
Channel
Bacteria
TMDL
Sepulveda
Channel E. coli None
Comply with
General Permit
and the
additional
Bacteria TMDL
Requirements in
Section I.A
below.

September
1, 2023*
4 Some of the TMDLs did not specifically state total concentrations for the constituents.

Unless otherwise stated in Attachment H Table H-2, the pollutant should be reported in total concentrations.

ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-16
TMDL
Applicable
Water
Body/
Watershed
Pollutants
Additional
TMDL-
Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
Ballona
Creek
Metals
TMDL
Ballona
Creek or
Sepulveda
Canyon
Channel
Copper, Lead,
and Zinc None
Comply with
General Permit
and the
additional
Metals TMDL
Requirements in
Section I.G.2
below.

September
1, 2023*
Ballona
Creek
Estuary
Toxics
TMDL
Ballona
Creek or
Ballona
Creek
Estuary
Cadmium,
Chlordane,
Copper, DDT,
Lead, PCBs,
Silver, and
Zinc
None
Comply with
General Permit
and the
additional
Metals TMDL
Requirements in
Section I.G.2
below.

September
1, 2023*
Calleguas
Creek
Watershed
Salts
TMDL
Calleguas
Creek
Watershed
Boron,
Chloride,
Sulfate, and
Total
Dissolved
Solids (TDS)
None Comply with
General Permit
September
1, 2023*
Calleguas
Creek
Watershed
Metals and
Selenium
TMDL
Calleguas
Creek or
Conejo
Creek
Total Copper
Interim NAL
of 0.204
mg/L
Comply with
General Permit
and the
additional
Metals TMDL
Requirements in
Section I.G.3
below.

September
1, 2023*
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-17
TMDL
Applicable
Water
Body/
Watershed
Pollutants
Additional
TMDL-
Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
Calleguas
Creek
Watershed
Metals and
Selenium
TMDL
Calleguas
Creek or
Conejo
Creek
Copper,
Nickel, and
Selenium
None
Comply with
General Permit
and the
additional
Metals TMDL
Requirements in
Section I.G.2
below.

September
1, 2023*
Calleguas
Creek
Watershed
Metals and
Selenium
TMDL
Calleguas
Creek or
Conejo
Creek
Mercury None
Comply with
General Permit
and the
additional
Metals TMDL
Requirements in
Section I.G.2
below.

September
1, 2023*
Calleguas
Creek
Watershed
Metals and
Selenium
TMDL
Revolon
Slough Total Copper
Interim NAL
of 0.204
mg/L
Comply with
General Permit
and the
additional
Metals TMDL
Requirements in
Section I.G.3
below.

September
1, 2023*
Calleguas
Creek
Watershed
Metals and
Selenium
TMDL
Revolon
Slough
Copper,
Nickel, and
Selenium
None
Comply with
General Permit
and the
additional
Metals TMDL
Requirements in
Section I.G.2
below.

September
1, 2023*
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-18
TMDL
Applicable
Water
Body/
Watershed
Pollutants
Additional
TMDL-
Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
Calleguas
Creek
Watershed
Metals and
Selenium
TMDL
Revolon
Slough Mercury None
Comply with
General Permit
and the
additional
Metals TMDL
Requirements in
Section I.G.2
below.

September
1, 2023*
Calleguas
Creek
Watershed
Organo-
chlorine
Pesticides
and PCBs
TMDL
Calleguas
Creek
Watershed
Chlordane,
4,4-DDD, 4,4-
DDE, 4,4-
DDT, Dieldrin,
PCBs, and
Toxaphene
None
Comply with
General Permit
and the
additional
Toxics TMDL
Requirements in
Section I.G.2
below.

September
1, 2023*
Colorado
Lagoon
Toxics
TMDL
Colorado
Lagoon
Watershed
Chlordane,
Dieldrin, DDT,
Lead, PAHs,
PCBs, and
Zinc
None
Comply with
General Permit
and the
additional
Toxics TMDL
Requirements in
Section I.G.2
below.

September
1, 2023*
Harbor
Beaches of
Ventura
County
Bacteria
TMDL
Kiddie and
Hobie
Beaches in
the Channel
Islands
Harbor
Enterococcus,
Fecal
Coliform, Total
Coliform
None
Comply with
General Permit
and the
additional
Bacteria TMDL
Requirements in
Section I.A
below.

September
1, 2023*
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-19
TMDL
Applicable
Water
Body/
Watershed
Pollutants
Additional
TMDL-
Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
Long
Beach City
Beaches
and Los
Angeles
River
Estuary
Bacteria
TMDL
Long Beach
City
Beaches or
Los
Angeles
River
Estuary
Enterococcus,
Fecal
Coliform, Total
Coliform
None
Comply with
General Permit
and the
additional
Bacteria TMDL
Requirements in
Section I.A
below.

September
1, 2023*
Los
Angeles
Area Lakes
TMDL
Echo Park
Lake Total Nitrogen NAL of 1.33
mg/L
Comply with
General Permit
and the
additional
Nutrients TMDL
Requirements in
Section I.D.3
below.

September
1, 2023*
Los
Angeles
Area Lakes
TMDL
Echo Park
Lake
Total
Phosphorous
NEL of 0.16
mg/L
Comply with
General Permit
and the
additional
Nutrients TMDL
Requirements in
Section I.D.4
below.

September
1, 2023*
Los
Angeles
Area Lakes
TMDL
Echo Park
Lake Chlordane
NEL of 100
mg/L TSS
(if applicable
per Section
I.G.5 below)
Comply with
General Permit
and the
additional
Toxics TMDL
Requirements in
Section I.G.5
below.

September
1, 2023*
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-20
TMDL
Applicable
Water
Body/
Watershed
Pollutants
Additional
TMDL-
Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
Los
Angeles
Area Lakes
TMDL
Echo Park
Lake Dieldrin
NEL of 100
mg/L TSS
(if applicable
per Section
I.G.5 below)
Comply with
General Permit
and the
additional
Toxics TMDL
Requirements in
Section I.G.5
below.

September
1, 2023*
Los
Angeles
Area Lakes
TMDL
Echo Park
Lake Total PCBs
NEL of 100
mg/L TSS
(if applicable
per Section
I.G.5 below)
Comply with
General Permit
and the
additional
Toxics TMDL
Requirements in
Section I.G.5
below.

September
1, 2023*
Los
Angeles
Area Lakes
TMDL
Legg Lakes Total Nitrogen NAL of 1.8
mg/L
Comply with
General Permit
and the
additional
Nutrients TMDL
Requirements in
Section I.D.3
below.

September
1, 2023*
Los
Angeles
Area Lakes
TMDL
Legg Lakes Total
Phosphorous
NEL of 0.64
mg/L
Comply with
General Permit
and the
additional
Nutrients TMDL
Requirements in
Section I.D.4
below.

September
1, 2023*
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-21
TMDL
Applicable
Water
Body/
Watershed
Pollutants
Additional
TMDL-
Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
Los
Angeles
Area Lakes
TMDL
Peck Road
Park Lake Total Nitrogen NAL of 3.61
mg/L
Comply with
General Permit
and the
additional
Nutrients TMDL
Requirements in
Section I.D.3
below.

September
1, 2023*
Los
Angeles
Area Lakes
TMDL
Peck Road
Park Lake
Total
Phosphorous
NEL of 0.37
mg/L
Comply with
General Permit
and the
additional
Nutrients TMDL
Requirements in
Section I.D.4
below.

September
1, 2023*
Los
Angeles
Area Lakes
TMDL
Peck Road
Park Lake Chlordane
NEL of 100
mg/L TSS
(if applicable
per Section
I.G.5 below)
Comply with
General Permit
and the
additional
Toxics TMDL
Requirements in
Section I.G.5
below.

September
1, 2023*
Los
Angeles
Area Lakes
TMDL
Peck Road
Park Lake Dieldrin
NEL of 100
mg/L TSS
(if applicable
per Section
I.G.5 below)
Comply with
General Permit
and the
additional
Toxics TMDL
Requirements in
Section I.G.5
below.

September
1, 2023*
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-22
TMDL
Applicable
Water
Body/
Watershed
Pollutants
Additional
TMDL-
Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
Los
Angeles
Area Lakes
TMDL
Peck Road
Park Lake Total DDTs
NEL of 100
mg/L TSS
(if applicable
per Section
I.G.5 below)
Comply with
General Permit
and the
additional
Toxics TMDL
Requirements in
Section I.G.5
below.

September
1, 2023*
Los
Angeles
Area Lakes
TMDL
Peck Road
Park Lake Total PCBs
NEL of 100
mg/L TSS
(if applicable
per Section
I.G.5 below)
Comply with
General Permit
and the
additional
Toxics TMDL
Requirements in
Section I.G.5
below.

September
1, 2023*
Los
Angeles
Area Lakes
TMDL
Pudding-
stone
Reservoir
Total Nitrogen NAL of 2.0
mg/L
Comply with
General Permit
and the
additional
Nutrients TMDL
Requirements in
Section I.D.3
below.

September
1, 2023*
Los
Angeles
Area Lakes
TMDL
Pudding-
stone
Reservoir
Total
Phosphorous
NEL of 0.4
mg/L
Comply with
General Permit
and the
additional
Nutrients TMDL
Requirements in
Section I.D.4
below.

September
1, 2023*
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-23
TMDL
Applicable
Water
Body/
Watershed
Pollutants
Additional
TMDL-
Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
Los
Angeles
Area Lakes
TMDL
Pudding-
stone
Reservoir
Chlordane
NEL of 100
mg/L TSS
(if applicable
per Section
I.G.5 below)
Comply with
General Permit
and the
additional
Toxics TMDL
Requirements in
Section I.G.5
below.

September
1, 2023*
Los
Angeles
Area Lakes
TMDL
Pudding-
stone
Reservoir
Dieldrin
NEL of 100
mg/L TSS
(if applicable
per Section
I.G.5 below)
Comply with
General Permit
and the
additional
Toxics TMDL
Requirements in
Section I.G.5
below.

September
1, 2023*
Los
Angeles
Area Lakes
TMDL
Pudding-
stone
Reservoir
Total DDTs
NEL of 100
mg/L TSS
(if applicable
per Section
I.G.5 below)
Comply with
General Permit
and the
additional
Toxics TMDL
Requirements in
Section I.G.5
below.

September
1, 2023*
Los
Angeles
Area Lakes
TMDL
Pudding-
stone
Reservoir
Total PCBs
NEL of 100
mg/L TSS
(if applicable
per Section
I.G.5 below)
Comply with
General Permit
and the
additional
Toxics TMDL
Requirements in
Section I.G.5
below.

September
1, 2023*
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-24
TMDL
Applicable
Water
Body/
Watershed
Pollutants
Additional
TMDL-
Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
Los
Angeles
and Long
Beach
Harbor
Waters
TMDL
Dominguez
Channel or
Torrance
Lateral
Total Copper
Interim NAL
of 0.20751
mg/L
Comply with
General Permit
and the
additional
Metals TMDL
Requirements in
Section I.G.3
below.

September
1, 2023*
Los
Angeles
and Long
Beach
Harbor
Waters
TMDL
Dominguez
Channel or
Torrance
Lateral
Total Lead
Interim NAL
of 0.12288
mg/L
Comply with
General Permit
and the
additional
Metals TMDL
Requirements in
Section I.G.3
below.

September
1, 2023*
Los
Angeles
and Long
Beach
Harbor
Waters
TMDL
Dominguez
Channel or
Torrance
Lateral
Total Zinc
Interim NAL
of 0.89887
mg/L
Comply with
General Permit
and the
additional
Metals TMDL
Requirements in
Section I.G.3
below.

September
1, 2023*
Los
Angeles
and Long
Beach
Harbor
Waters
TMDL
Dominguez
Channel or
Torrance
Lateral
Total Copper
NEL of 100
mg/L TSS
(if applicable
per Section
I.G.5 below)
Comply with
General Permit
and the
additional
Metals TMDL
Requirements in
Section I.G.5
and I.G.6 below.

March 23,
2032
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-25
TMDL
Applicable
Water
Body/
Watershed
Pollutants
Additional
TMDL-
Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
Los
Angeles
and Long
Beach
Harbor
Waters
TMDL
Dominguez
Channel or
Torrance
Lateral
Total Lead
NEL of 100
mg/L TSS
(if applicable
per Section
I.G.5 below)
Comply with
General Permit
and the
additional
Metals TMDL
Requirements in
Section I.G.5
and I.G.6 below.

March 23,
2032
Los
Angeles
and Long
Beach
Harbor
Waters
TMDL
Dominguez
Channel or
Torrance
Lateral
Total Zinc
NEL of 100
mg/L TSS
(if applicable
per Section
I.G.5 below)
Comply with
General Permit
and the
additional
Metals TMDL
Requirements in
Section I.G.5
and I.G.6 below.

March 23,
2032
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-26
TMDL
Applicable
Water
Body/
Watershed
Pollutants
Additional
TMDL-
Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
Los
Angeles
and Long
Beach
Harbor
Waters
TMDL
Dominguez
Channel
Estuary and
Greater Los
Angeles/
Long Beach
Harbor
Waters
including:

Inner and
Outer
Harbor
Main
Channel
Southwest
Slip
Cabrillo
Marina
Inner
Cabrillo
Beach
Los
Angeles
River
Estuary
San Pedro
Bay
Copper, DDT,
Lead, PAHs,
PCBs, and
Zinc
None
Comply with
General Permit
and the
additional
Toxics TMDL
Requirements in
Section I.G.2
below.

September
1, 2023*
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-27
TMDL
Applicable
Water
Body/
Watershed
Pollutants
Additional
TMDL-
Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
Los
Angeles
and Long
Beach
Harbor
Waters
TMDL
Dominguez
Channel
Estuary
4,4-DDT
Final NAL of

5.9 X10-7
mg/L
Comply with
General Permit
and the
additional
Metals and
Toxics TMDL
Requirements in
Section I.G.3
below.

March 23,
2032
Los
Angeles
and Long
Beach
Harbor
Waters
TMDL
Dominguez
Channel
Estuary
Chlordane
Final NAL of

5.9 X10-7
mg/L
Comply with
General Permit
and the
additional
Metals and
Toxics TMDL
Requirements in
Section I.G.3
below.

March 23,
2032
Los
Angeles
and Long
Beach
Harbor
Waters
TMDL
Dominguez
Channel
Estuary
Dieldrin
Final NAL of

1.4 X10-7
mg/L
Comply with
General Permit
and the
additional
Metals and
Toxics TMDL
Requirements in
Section I.G.3
below.

March 23,
2032
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-28
TMDL
Applicable
Water
Body/
Watershed
Pollutants
Additional
TMDL-
Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
Los
Angeles
and Long
Beach
Harbor
Waters
TMDL
Dominguez
Channel
Estuary
Total Copper Final NAL of

0.0058 mg/L
Comply with
General Permit
and the
additional
Metals and
Toxics TMDL
Requirements in
Section I.G.3
below.

March 23,
2032
Los
Angeles
and Long
Beach
Harbor
Waters
TMDL
Dominguez
Channel
Estuary
Total Lead Final NAL of

0.221 mg/L
Comply with
General Permit
and the
additional
Metals and
Toxics TMDL
Requirements in
Section I.G.3
below.

March 23,
2032
Los
Angeles
and Long
Beach
Harbor
Waters
TMDL
Dominguez
Channel
Estuary
PAHs
Final NAL of

4.9 X10-5
mg/L
Comply with
General Permit
and the
additional
Metals and
Toxics TMDL
Requirements in
Section I.G.3
below.

March 23,
2032
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-29
TMDL
Applicable
Water
Body/
Watershed
Pollutants
Additional
TMDL-
Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
Los
Angeles
and Long
Beach
Harbor
Waters
TMDL
Dominguez
Channel
Estuary
Total PCBs
Final NAL of

1.7 X10-7
mg/L
Comply with
General Permit
and the
additional
Metals and
Toxics TMDL
Requirements in
Section I.G.3
below.

March 23,
2032
Los
Angeles
and Long
Beach
Harbor
Waters
TMDL
Dominguez
Channel
Estuary
Total Zinc Final NAL if

0.095 mg/L
Comply with
General Permit
and the
additional
Metals and
Toxics TMDL
Requirements in
Section I.G.3
below.

March 23,
2032
Los
Angeles
and Long
Beach
Harbor
Waters
TMDL
Dominguez
Channel
Estuary
Cadmium None
Comply with
General Permit
and the
additional
Metals TMDL
Requirements in
Section I.G.2
below.

March 23,
2032
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-30
TMDL
Applicable
Water
Body/
Watershed
Pollutants
Additional
TMDL-
Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
Los
Angeles
and Long
Beach
Harbor
Waters
TMDL
Consoli-
dated Slip
Cadmium,
Chromium,
and Mercury
None
Comply with
General Permit
and the
additional
Metals TMDL
Requirements in
Section I.G.2
below.

March 23,
2032
Los
Angeles
and Long
Beach
Harbor
Waters
TMDL
Fish Harbor Mercury None
Comply with
General Permit
and the
additional
Metals TMDL
Requirements in
Section I.G.2
below.

March 23,
2032
Los
Angeles
Harbor
Bacteria
TMDL
Los
Angeles
Harbor
(Inner
Cabrillo
Beach and
Main Ship
Channel)
Enterococcus,
Fecal
Coliform, Total
Coliform
None
Comply with
General Permit
and the
additional
Bacteria TMDL
Requirements in
Section I.A
below.

September
1, 2023*
Los
Angeles
River
Bacteria
TMDL
Los
Angeles
River
Watershed
E. coli None
Comply with
General Permit
and the
additional
Bacteria TMDL
Requirements in
Section I.A
below.

September
1, 2023*
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-31
TMDL
Applicable
Water
Body/
Watershed
Pollutants
Additional
TMDL-
Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
Los
Angeles
River
Metals
TMDL
Los
Angeles
River
Watershed
Total
Cadmium
NAL of

0.0031 mg/L
Comply with
General Permit
and the
additional
Metals TMDL
Requirements in
Section I.G.3
below.

September
1, 2023*
Los
Angeles
River
Metals
TMDL
Los
Angeles
River
Watershed
Total Copper
NAL of

0.06749
mg/L
Comply with
General Permit
and the
additional
Metals TMDL
Requirements in
Section I.G.3
below.

September
1, 2023*
Los
Angeles
River
Metals
TMDL
Los
Angeles
River
Watershed
Total Lead NAL of 0.094
mg/L
Comply with
General Permit
and the
additional
Metals TMDL
Requirements in
Section I.G.3
below.

September
1, 2023*
Los
Angeles
River
Metals
TMDL
Los
Angeles
River
Watershed
Total Zinc NAL of 0.159
mg/L
Comply with
General Permit
and the
additional
Metals TMDL
Requirements in
Section I.G.3
below.

September
1, 2023*
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-32
TMDL
Applicable
Water
Body/
Watershed
Pollutants
Additional
TMDL-
Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
Los
Angeles
River
Nutrients
TMDL
Los
Angeles
River above
the LA-
Glendale
WRP
Ammonia NAL of 4.7
mg/L
Comply with
General Permit
and the
additional
Nutrients TMDL
Requirements in
Section I.D.3
below.

September
1, 2023*
Los
Angeles
River
Nutrients
TMDL
Los
Angeles
River below
the LA-
Glendale
WRP
Ammonia NAL of 8.7
mg/L
Comply with
General Permit
and the
additional
Nutrients TMDL
Requirements in
Section I.D.3
below.

September
1, 2023*
Los
Angeles
River
Nutrients
TMDL
Los
Angeles
River
Watershed
Ammonia NAL of 10.1
mg/L
Comply with
General Permit
and the
additional
Nutrients TMDL
Requirements in
Section I.D.3
below.

September
1, 2023*
Los
Angeles
River
Nutrients
TMDL
Los
Angeles
River
Watershed
Nitrate-
Nitrogen
NAL of 8.0
mg/L
Comply with
General Permit
and the
additional
Nutrients TMDL
Requirements in
Section I.D.3
below.

September
1, 2023*
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-33
TMDL
Applicable
Water
Body/
Watershed
Pollutants
Additional
TMDL-
Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
Los
Angeles
River
Nutrients
TMDL
Los
Angeles
River
Watershed
Nitrite-
Nitrogen
NAL of 1.0
mg/L
Comply with
General Permit
and the
additional
Nutrients TMDL
Requirements in
Section I.D.3
below.

September
1, 2023*
Los
Angeles
River
Nutrients
TMDL
Los
Angeles
River
Watershed
Nitrate-
Nitrogen +
Nitrite-
Nitrogen
NAL of 8.0
mg/L
Comply with
General Permit
and the
additional
Nutrients TMDL
Requirements in
Section I.D.3
below.

September
1, 2023*
Los
Cerritos
Channel
Metals
TMDL
Los Cerritos
Channel Total Copper NAL of

0.0098 mg/L
Comply with
General Permit
and the
additional
Metals TMDL
Requirements in
Section I.G.3
below.

September
1, 2023*
Los
Cerritos
Channel
Metals
TMDL
Los Cerritos
Channel Total Lead NAL of

0.0558 mg/L
Comply with
General Permit
and the
additional
Metals TMDL
Requirements in
Section I.G.3
below.

September
1, 2023*
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-34
TMDL
Applicable
Water
Body/
Watershed
Pollutants
Additional
TMDL-
Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
Los
Cerritos
Channel
Metals
TMDL
Los Cerritos
Channel Total Zinc NAL of

0.0956 mg/L
Comply with
General Permit
and the
additional
Metals TMDL
Requirements in
Section I.G.3
below.

September
1, 2023*
Machado
Lake
Nutrients
TMDL
Machado
Lake, Drain
553,
Wilmington
Drain,
Project
77/510, and
Walteria
Lake
Total Nitrogen NAL of 1.0
mg/L
Comply with
General Permit
and the
additional
Nutrients TMDL
Requirements in
Section I.D.3
below.

September
1, 2023*
Machado
Lake
Nutrients
TMDL
Machado
Lake, Drain
553,
Wilmington
Drain,
Project
77/510, and
Walteria
Lake
Total
Phosphorus
NAL of 0.1
mg/L
Comply with
General Permit
and the
additional
Nutrients TMDL
Requirements in
Section I.D.3
below.

September
1, 2023*
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-35
TMDL
Applicable
Water
Body/
Watershed
Pollutants
Additional
TMDL-
Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
Machado
Lake
Toxics
TMDL
Machado
Lake, Drain
553,
Wilmington
Drain,
Project
77/510, and
Walteria
Lake
Chlordane,
DDD (all
cogeners),
DDE (all
cogeners),
DDT (all
cogeners),
Dieldrin, Total
DDTs, and
Total PCBs
None
Comply with
General Permit
and the
additional
Toxics TMDL
Requirements in
Section I.G.2
below.

September
1, 2023*
Malibu
Creek
Watershed
Bacteria
TMDL
Malibu
Creek
Watershed
E. coli None
Comply with
General Permit
and the
additional
Bacteria TMDL
Requirements in
Section I.A
below.

September
1, 2023*
Malibu
Creek
Watershed
Bacteria
TMDL
Malibu
Lagoon and
Adjacent
Beach
Enterococcus,
Fecal
Coliform, Total
Coliform
None
Comply with
General Permit
and the
additional
Bacteria TMDL
Requirements in
Section I.A
below.

September
1, 2023*
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-36
TMDL
Applicable
Water
Body/
Watershed
Pollutants
Additional
TMDL-
Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
Marina del
Rey
Harbor
Bacteria
TMDL
Marina del
Rey Harbor
Mother’s
Beach and
Back
Basins D,
E, and F
Enterococcus,
Fecal
Coliform, Total
Coliform
None
Comply with
General Permit
and the
additional
Bacteria TMDL
Requirements in
Section I.A
below.

September
1, 2023*
Marina del
Rey
Harbor
Toxics
TMDL
Marina del
Rey Harbor
Chlordane,
Copper, Lead,
p,p’-DDE,
Total DDTs,
Total PCBs,
and Zinc
None
Comply with
General Permit
and the
additional
Metals and
Toxics TMDL
Requirements in
Section I.G.2
below.

September
1, 2023*
Oxnard
Drain No. 3
TMDL
Oxnard
Drain No. 3
4,4’-DDD,
4,4’-DDE, 4,4’-
DDT,
Bifenthrin,
Chlordane,
Chlorpyrifos,
Dieldrin,
PCBs,
Sediment
Toxicity, and
Toxaphene
None
Comply with
General Permit
and the
additional
Toxics TMDL
Requirements in
Section I.G.2
below.

September
1, 2023*
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-37
TMDL
Applicable
Water
Body/
Watershed
Pollutants
Additional
TMDL-
Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
San
Gabriel
River
Metals and
Selenium
San Gabriel
River
Reach 2
and Upper
Reaches
Watersheds
Total Lead NAL 0.166
mg/L
Comply with
General Permit
and the
additional
Metals TMDL
Requirements in
Section I.G.3
below.

September
1, 2023*
San
Gabriel
River
Metals and
Selenium
Coyote
Creek
Watershed
Total Copper NAL 0.027
mg/L
Comply with
General Permit
and the
additional
Metals TMDL
Requirements in
Section I.G.3
below.

September
1, 2023*
San
Gabriel
River
Metals and
Selenium
Coyote
Creek
Watershed
Total Lead NAL 0.106
mg/L
Comply with
General Permit
and the
additional
Metals TMDL
Requirements in
Section I.G.3
below.

September
1, 2023*
San
Gabriel
River
Metals and
Selenium
Coyote
Creek
Watershed
Total Zinc NAL 0.158
mg/L
Comply with
General Permit
and the
additional
Metals TMDL
Requirements in
Section I.G.3
below.

September
1, 2023*
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-38
TMDL
Applicable
Water
Body/
Watershed
Pollutants
Additional
TMDL-
Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
Santa
Clara River
Bacteria
Santa Clara
River
Estuary
Enterococcus,
Fecal
Coliform, Total
Coliform
None
Comply with
General Permit
and the
additional
Bacteria TMDL
Requirements in
Section I.A
below.

September
1, 2023*
Santa
Clara River
Bacteria
Santa Clara
River
Reaches 3,
4, 5, 6, 7
E. coli None
Comply with
General Permit
and the
additional
Bacteria TMDL
Requirements in
Section I.A
below.

September
1, 2023*
Santa
Clara River
Nitrogen
Com-
pounds
TMDL
Santa Clara
River
Reach 3
Ammonia NAL of 4.2
mg/L
Comply with
General Permit
and the
additional
Nutrients TMDL
Requirements in
Section I.D.3
below.

September
1, 2023*
Santa
Clara River
Nitrogen
Com-
pounds
TMDL
Santa Clara
River
Reach 7
Ammonia NAL of 5.2
mg/L
Comply with
General Permit
and the
additional
Nutrients TMDL
Requirements in
Section I.D.3
below.

September
1, 2023*
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-39
TMDL
Applicable
Water
Body/
Watershed
Pollutants
Additional
TMDL-
Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
Santa
Clara River
Reach 3
Chloride
TMDL
Santa Clara
River
Reach 3
Chloride None Comply with
General Permit
September
1, 2023*
Santa
Monica
Bay
Beaches
Bacteria
TMDL
Santa
Monica Bay
Watershed
Manage-
ment Area
Enterococcus,
Fecal
Coliform, Total
Coliform
None
Comply with
General Permit
and the
additional
Bacteria TMDL
Requirements in
Section I.A
below.

September
1, 2023*
Santa
Monica
Bay DDTs
and PCBs
TMDL
Santa
Monica Bay
DDT and
PCBs None
Comply with
General Permit
and the
additional
Toxics TMDL
Requirements in
Section I.G.2
below.

September
1, 2023*
Upper
Santa
Clara River
Chloride
TMDL
Santa Clara
River
Reach 5
and 6
Chloride
Chloride
NAL of 100
mg/L
Comply with
General Permit
and the
additional TMDL
Requirements in
Section I.B
below.

September
1, 2023*
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-40
TMDL
Applicable
Water
Body/
Watershed
Pollutants
Additional
TMDL-
Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
Ventura
River
Algae
TMDL
Ventura
River
Estuary and
Ventura
River
Reach 1
Total Nitrogen NAL of 7.4
mg/L
Comply with
General Permit
and the
additional
Nutrients TMDL
Requirements in
Section I.D.3
below.

September
1, 2023*
Ventura
River
Algae
TMDL
Ventura
River
Reach 2
and Cañada
Larga
Nitrate-
Nitrogen +
Nitrite-
Nitrogen
NAL of 10
mg/L
Comply with
General Permit
and the
additional
Nutrients TMDL
Requirements in
Section I.D.3
below.

September
1, 2023*
Ventura
River
Algae
TMDL
Ventura
River
Reaches 3,
4, 5, and
San Antonio
Creek
Nitrate-
Nitrogen +
Nitrite-
Nitrogen
NAL of 5
mg/L
Comply with
General Permit
and the
additional
Nutrients TMDL
Requirements in
Section I.D.3
below.

September
1, 2023*
[MONTH] 2022 - PROPOSED ORDER ORDER WQ 2022-XXXX-DWQ
NPDES No. CAS000002
ATTACHMENT H 41
Lahontan Regional Water Quality Control Board (Region 6) 5 TMDL
Applicable
Water Body/
Watershed
Pollutants Compliance
Actions
Compliance Deadline
* Denotes Effective Date
of this General Permit
Squaw Creek
Sediment
TMDL
Squaw Creek
Watershed Sediment
Comply with
General
Permit
September 1, 2023*
Truckee River
Sediment
TMDL
Middle
Truckee River
Watershed
Sediment
Comply with
General
Permit
September 1, 2023*
5 Some of the TMDLs did not specifically state total concentrations for the constituents.

Unless otherwise stated in Attachment H Table H-2, the pollutant should be reported in total concentrations.

ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-42
Santa Ana Regional Water Quality Control Board (Region 8) 6 TMDL
Applicable
Water
Body/
Watershed
Pollutants
Additional
TMDL-
Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation(s)
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
San Diego
Creek and
Newport
Bay
Nutrients
TMDL
San Diego
Creek,
Newport
Bay
Watershed
Total
Phosphorus None
Comply with
General
Permit and the
additional
TMDL
Requirements
in Section
I.D.2 below.

September
1, 2023*
San Diego
Creek and
Newport
Bay
Organo-
chlorine
Compounds
TMDL
San Diego
Creek
Watershed
Total DDT
and
Toxaphene
None
Comply with
General
Permit and the
additional
Toxics TMDL
Requirements
in Section
I.G.2 below.

September
1, 2023*
San Diego
Creek and
Newport
Bay
Organo-
chlorine
Compounds
TMDL
Upper
Newport
Bay
Chlordane,
Total DDT,
and Total
PCBs
None
Comply with
General
Permit and the
additional
Toxics TMDL
Requirements
in Section
I.G.2 below.

September
1, 2023*
6 Some of the TMDLs did not specifically state total concentrations for the constituents.

Unless otherwise stated in Attachment H Table H-2, the pollutant should be reported in total concentrations.

ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-43
TMDL
Applicable
Water
Body/
Watershed
Pollutants
Additional
TMDL-
Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation(s)
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
San Diego
Creek and
Newport
Bay
Organo-
chlorine
Compounds
TMDL
Lower
Newport
Bay
Chlordane,
Total DDT,
and Total
PCBs
None
Comply with
General
Permit and the
additional
Toxics TMDL
Requirements
in Section
I.G.2 below.

September
1, 2023*
San Diego
Creek and
Newport
Bay
Sediment
TMDL
Newport
Bay/San
Diego
Creek
Watershed
Sediment None
Comply with
General
Permit
September
1, 2023*
San Diego
Creek and
Newport
Bay Toxics
TMDL
San Diego
Creek
Watershed
Total
Cadmium
NAL of

0.0097 mg/L
Comply with
General
Permit and the
additional
Metals TMDL
Requirements
in Section
I.G.3 below.

September
1, 2023*
San Diego
Creek and
Newport
Bay Toxics
TMDL
San Diego
Creek
Watershed
Total Copper NAL of 0.027
mg/L
Comply with
General
Permit and the
additional
Metals TMDL
Requirements
in Section
I.G.3 below.

September
1, 2023*
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-44
TMDL
Applicable
Water
Body/
Watershed
Pollutants
Additional
TMDL-
Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation(s)
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
San Diego
Creek and
Newport
Bay Toxics
TMDL
San Diego
Creek
Watershed
Total Lead NAL of 0.194
mg/L
Comply with
General
Permit and the
additional
Metals TMDL
Requirements
in Section
I.G.3 below.

September
1, 2023*
San Diego
Creek and
Newport
Bay Toxics
TMDL
San Diego
Creek
Watershed
Total Zinc NAL of 0.21
mg/L
Comply with
General
Permit and the
additional
Metals TMDL
Requirements
in Section
I.G.3 below.

September
1, 2023*
San Diego
Creek and
Newport
Bay Toxics
TMDL
Upper
Newport
Bay
Total
Cadmium
NAL of 0.042
mg/L
Comply with
General
Permit and the
additional
Metals TMDL
Requirements
in Section
I.G.3 below.

September
1, 2023*
San Diego
Creek and
Newport
Bay Toxics
TMDL
Upper
Newport
Bay
Total Copper NAL of

0.00578 mg/L
Comply with
General
Permit and the
additional
Metals TMDL
Requirements
in Section
I.G.3 below.

September
1, 2023*
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-45
TMDL
Applicable
Water
Body/
Watershed
Pollutants
Additional
TMDL-
Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation(s)
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
San Diego
Creek and
Newport
Bay Toxics
TMDL
Upper
Newport
Bay
Total Lead NAL of 0.221
mg/L
Comply with
General
Permit and the
additional
Metals TMDL
Requirements
in Section
I.G.3 below.

September
1, 2023*
San Diego
Creek and
Newport
Bay Toxics
TMDL
Upper
Newport
Bay
Total Zinc NAL of 0.095
mg/L
Comply with
General
Permit and the
additional
Metals TMDL
Requirements
in Section
I.G.3 below.

September
1, 2023*
San Diego
Creek and
Newport
Bay Toxics
TMDL
Lower
Newport
Bay, Bay
Segments
(including
Costa Mesa
Channel
and Santa
Ana Delhi
Channel),
and Rhine
Channel
Area
Total Copper NAL of

0.00578 mg/L
Comply with
General
Permit and the
additional
Metals TMDL
Requirements
in Section
I.G.3 below.

September
1, 2023*
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-46
TMDL
Applicable
Water
Body/
Watershed
Pollutants
Additional
TMDL-
Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation(s)
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
San Diego
Creek and
Newport
Bay Toxics
TMDL
Lower
Newport
Bay, Bay
Segments
(including
Costa Mesa
Channel
and Santa
Ana Delhi
Channel),
and Rhine
Channel
Area
Total Lead NAL of 0.221
mg/L
Comply with
General
Permit and the
additional
Metals TMDL
Requirements
in Section
I.G.3 below.

September
1, 2023*
San Diego
Creek and
Newport
Bay Toxics
TMDL
Lower
Newport
Bay, Bay
Segments
(including
Costa Mesa
Channel
and Santa
Ana Delhi
Channel),
and Rhine
Channel
Area
Total Zinc NAL of 0.095
mg/L
Comply with
General
Permit and the
additional
Metals TMDL
Requirements
in Section
I.G.3 below.

September
1, 2023*
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-47
San Diego Regional Water Quality Control Board (Region 9) 7 TMDL
Applicable
Water Body/
Watershed
Pollutants
Additional
TMDL-
Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation(s)
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
Chollas
Creek
Diazinon
TMDL
Chollas
Creek
Watershed
Diazinon None
Comply with
General
Permit and the
use of
Diazinon at
the site is
prohibited.

September
1, 2023*
Chollas
Creek Metal
TMDL
Chollas
Creek
Dissolved
Copper
Interim NAL
of 0.083 mg/L
Comply with
General
Permit and the
additional
Toxics TMDL
Requirements
in Section
I.G.3 below.

September
1, 2023*
Chollas
Creek Metal
TMDL
Chollas
Creek
Dissolved
Lead
Interim NAL
of 0.068 mg/L
Comply with
General
Permit and the
additional
Toxics TMDL
Requirements
in Section
I.G.3 below.

September
1, 2023*
7 Some of the TMDLs did not specifically state total concentrations for the constituents.

Unless otherwise stated in Attachment H Table H-2, the pollutant should be reported in total concentrations.

ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-48
TMDL
Applicable
Water Body/
Watershed
Pollutants
Additional
TMDL-
Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation(s)
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
Chollas
Creek Metal
TMDL
Chollas
Creek
Dissolved
Zinc
Interim NAL
of 0.175 mg/L
Comply with
General
Permit and the
additional
Toxics TMDL
Requirements
in Section
I.G.3 below.

September
1, 2023*
Chollas
Creek Metal
TMDL
Chollas
Creek
Dissolved
Copper
Final NEL of

0.083 mg/L
Comply with
General
Permit and the
additional
Toxics TMDL
Requirements
in Section
I.G.4 below.

October 22,
2028
Chollas
Creek Metal
TMDL
Chollas
Creek
Dissolved
Lead
Final NEL of

0.068 mg/L
Comply with
General
Permit and the
additional
Toxics TMDL
Requirements
in Section
I.G.4 below.

October 22,
2028
Chollas
Creek Metal
TMDL
Chollas
Creek
Dissolved
Zinc
Final NEL of

0.175 mg/L
Comply with
General
Permit and the
additional
Toxics TMDL
Requirements
in Section
I.G.4 below.

October 22,
2028
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-49
TMDL
Applicable
Water Body/
Watershed
Pollutants
Additional
TMDL-
Related
Numeric
Action
Level(s) or
Numeric
Effluent
Limitation(s)
(NAL/NEL)
Compliance
Actions
Compliance
Deadline
* Denotes
Effective
Date of this
General
Permit
Los
Peñasquitos
Lagoon
Sediment
TMDL
Los
Peñasquitos
Lagoon
Watershed
Sediment None
Comply with
General
Permit and the
additional
Sediment
TMDL
Requirements
in Section
I.E.3 below.

July 14, 2034
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-50
I. TOTAL MAXIMUM DAILY LOAD (TMDL) IMPLEMENTATION REQUIREMENTS This Section contains the TMDL-specific requirements that Responsible Dischargers shall implement to comply with applicable TMDLs by the TMDL Compliance Deadline provided in Table H-2. The requirements in this Section are listed in order of pollutant category, whereas Table H-2 is organized by Regional Water Board jurisdiction and watershed. The terms including, but not limited to, Responsible Discharger, numeric action levels and exceedances, and numeric effluent limitations and exceedances, are defined in Attachment B, Glossary, of this General Permit.

I.A. Bacteria TMDL Implementation Requirements
I.A.1. Compliance with General Permit
All Responsible Dischargers for the Bacteria TMDLs listed in Table H-2 shall comply with the requirements of this General Permit.

I.A.2. Bacteria TMDL BMPs
I.A.2.a. Minimum BMPs
I.A.2.a.i. The Responsible Discharger that identifies on-site sources of indicator bacteria in their pollutant source assessment shall implement BMPs specific to preventing or controlling stormwater exposure to indicator bacteria in addition to complying with this General Permit’s requirements. The minimum bacteria source control BMPs include the following:

1. Qualified SWPPP Practitioner-conducted training for construction site staff; and

2. Routine housekeeping and sanitary waste management of identified sources of bacteria (e.g., portable toilets, dumpsters, etc.).

I.A.2.b. Structural BMPs
The Responsible Discharger shall evaluate and implement any necessary structural BMPs designed for retention, infiltration, or diversion of stormwater when the implemented minimum BMPs are inadequate to reduce bacteria loading to receiving waters.

I.A.2.c. The Responsible Discharger shall ensure all BMPs are implemented and address Bacteria TMDL requirements. The BMPs shall be visually inspected, maintained, repaired, and kept updated in the SWPPP in accordance with General Permit requirements specified in the Order and applicable requirements in Attachments D or Attachment E (per project Risk or Type.

ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-51
I.B. Chloride and Salts TMDL Implementation Requirements I.B.1. Compliance with this General Permit
All Responsible Dischargers for the Chloride and Salts TMDLs listed in Table H-2 shall comply with the requirements of this General Permit. Compliance with the requirements of this General Permit is consistent with the requirements and assumptions of the Chloride and Salts TMDL(s), unless specified below.

I.B.2. Numeric Action Level
I.B.2.a. The Responsible Discharger shall implement BMPs to address chloride and salts and prevent exceedances of the applicable numeric action levels to the extent possible. The BMPs shall be visually inspected, maintained, repaired, and updated in the SWPPP in accordance with this General Permit’s requirements specified in the Order and applicable requirements in Attachments D or E for the site’s Risk or Type.

I.B.2.b. The Responsible Discharger shall conduct non-visible pollutant monitoring, as required in Attachment D or E Section III.D.3, when the TMDL-specific pollutant may be discharged due to a failure to implement BMPs, a container spill or leak, or a BMP breach, failure, or malfunction.

I.B.2.c. The Responsible Discharger shall compare the non-visible pollutant monitoring analytical results to the applicable numeric action level(s) in Table H-2.

I.B.2.d. The Responsible Discharger shall certify and submit all analytical results in SMARTS within 30 days of receiving the results, or within 10 days of receiving results above an applicable numeric action level.

I.B.2.e. A TMDL-related numeric action level exceedance occurs on the second, and each subsequent, analytical result for samples taken from any and all discharge location(s) within the same drainage area, during the same reporting year and taken in accordance with Attachment D or E Section III.D.3, that is above the concentration set forth in the applicable numeric action level. A numeric action level exceedance is not a violation of this General Permit; however, it is a violation when the discharger fails to report and respond to the numeric action level exceedance(s).

I.B.2.f. The Regional Water Boards may assign additional monitoring, reporting, and BMP requirements upon obtaining site-specific information, including information about numeric action level exceedance(s).

I.C. Diazinon TMDL Implementation Requirements
I.C.1. Compliance with this General Permit
All Responsible Dischargers for the Diazinon TMDLs listed in Table H-2 shall comply with the requirements of this General Permit. Compliance with the requirements of this General Permit is consistent with the requirements and ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-52
assumptions of the TMDL. The use of diazinon has been banned for non- agricultural use by the California Department of Pesticide Regulation and the use is prohibited at construction sites.

I.D. Nutrient TMDL Implementation Requirements
I.D.1. Compliance with this General Permit
All Responsible Dischargers for the Nutrient TMDLs listed in Table H-2 shall comply with the requirements of this General Permit.

I.D.2. Erosion and Sediment Control and RUSLE28 Modeling I.D.2.a A Responsible Discharger that identifies on-site sources of nutrients in their pollutant source assessment and that were assigned a mass-based waste load allocation in an applicable Nutrient TMDL(s),9 shall address the TMDL through the following in addition to complying with this General Permit:
i. Comply with the site-specific erosion and sediment control, post- construction, and all other requirements in this General Permit; ii. Install erosion and sediment controls that will result in predicted erosion rates that are equal to pre-construction conditions (e.g., undisturbed vegetation for the area) for each phase of the construction project; and iii. Use RUSLE2 modeling to calculate the predicted soil losses and sediment delivery rates when selecting temporary BMPs and controls to be applied during each phase of the project. The RUSLE2 modeling included in the SWPPP shall include:

1. Appropriate climatic variables, soil types, and slope topography for the area disturbed; and

2. Calculated soil loss and sediment delivery rates for the selected BMPs and controls equal to, or less than, the soil loss and sediment delivery rates for pre-construction conditions during each phase of the construction project.

I.D.3. Numeric Action Level
I.D.3.a. The Responsible Discharger shall implement BMPs to address nutrients listed in the TMDL and prevent exceedances of the applicable numeric action levels to the extent possible. The BMPs shall be visually inspected, maintained, repaired, and updated in the SWPPP in accordance with this General Permit’s 8 Revised Universal Soil Loss Equation, Version 2
9 Table H-2 specifies this section in the Compliance Action column for these TMDLs.

ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-53
requirements specified in the Order and applicable requirements in Attachments D or E for the site’s Risk or Type.

I.D.3.b. The Responsible Discharger shall conduct non-visible pollutant monitoring, as required in Attachment D or E Section III.D.3, when the TMDL-specific pollutant may be discharged due to a failure to implement BMPs, a container spill or leak, or a BMP breach, failure, or malfunction.

I.D.3.c. The Responsible Discharger shall compare the non-visible pollutant monitoring analytical results to the applicable numeric action level(s) in Table H-2.

I.D.3.d. The Responsible Discharger shall certify and submit all analytical results in SMARTS within 30 days of receiving the results, or within 10 days of receiving results above an applicable numeric action level.

I.D.3.e. A TMDL-related numeric action level exceedance occurs on the second, and each subsequent, analytical result for samples taken from any and all discharge location(s) within the same drainage area, during the same reporting year and taken in accordance with Attachment D or E Section III.D.3, that is above the concentration set forth in the applicable numeric action level. A numeric action level exceedance is not a violation of this General Permit; however, it is a violation when the discharger fails to report and respond to the numeric action level exceedance(s).

I.D.3.f. The Regional Water Boards may assign additional monitoring, reporting, and BMP requirements upon obtaining site-specific information, including information about the numeric action level exceedance(s).

I.D.4. Numeric Effluent Limitation
I.D.4.a. The Responsible Discharger shall implement BMPs to address nutrients and prevent exceedances of the applicable numeric effluent limitations. The BMPs shall be visually inspected, maintained, repaired, and updated in the SWPPP in accordance with this General Permit’s requirements specified in the Order and applicable requirements in Attachments D or E for the site’s Risk or Type.

I.D.4.b. The Responsible Discharger shall conduct non-visible pollutant monitoring, as required in Attachment D or E Section III.D.3, when the TMDL-specific pollutant may be discharged due to a failure to implement BMPs, a container spill or leak, or a BMP breach, failure, or malfunction.

I.D.4.c. The Responsible Discharger shall compare the non-visible pollutant monitoring analytical results to the applicable numeric effluent limitation(s) in Table H-2.

I.D.4.d. The Responsible Discharger shall certify and submit the analytical results in SMARTS within 30 days of receiving the results, or within 10 days of receiving results above an applicable numeric effluent limitation.

ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-54
I.D.4.e. A TMDL-related numeric effluent limitation exceedance occurs on the second, and each subsequent, analytical result for samples taken from any and all discharge location(s) within the same drainage area, during the same reporting year and taken in accordance with Attachment D or E Section III.D.3, that is above the concentration set forth in the applicable numeric effluent limitation.

Upon exceedance of the applicable numeric effluent limitation, the Responsible Discharger shall comply with the Water Quality Based Corrective Actions in Section VI.Q of this General Permit’s Order. A numeric effluent limitation exceedance is a violation of this General Permit and is subject to mandatory minimum penalties.

I.D.4.f. The Regional Water Boards may assign additional monitoring, reporting, and BMP requirements upon obtaining site-specific information, including information about exceedances of the numeric effluent limitation(s).

I.E. Sediment TMDL Implementation Requirements
I.E.1. Compliance with this General Permit
All Responsible Dischargers for the Sediment TMDLs listed in Table H-2 are to comply with the requirements of this General Permit. Compliance with the requirements of this General Permit is consistent with the requirements and assumptions of the Sediment TMDLs, unless specified below.

I.E.2. Erosion and Sediment Control BMPs and RUSLE2 Modeling I.E.2.a. A Responsible Discharger assigned a mass-based sediment waste load allocation for sediment shall address the TMDL through the following in addition to complying with this General Permit:

I.E.2.a.i. Comply with the site-specific erosion and sediment control, post-construction, and all other requirements in this General Permit; and
I.E.2.a.ii. Use RUSLE2 modeling to calculate the predicted soil losses and sediment delivery rates when selecting temporary BMPs and controls to be applied during each phase of the project. The RUSLE2 modeling included in the SWPPP shall include:

1. Appropriate climatic variables, soil types, and slope topography for the area disturbed; and

ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-55
I.E.2.a.iii. A Responsible Discharger that is assigned a mass-based sediment waste load allocation of zero (0),10 shall install erosion and sediment controls that will result in predicted erosion rates that are as protective as pre-construction conditions (e.g., undisturbed vegetation for the area). The calculated RUSLE2 soil loss and sediment delivery rates for the selected BMPs and controls shall be equal to, or less than, the soil loss and sediment delivery rates for pre- construction conditions during each phase of the construction project.

I.E.2.a.iv. A Responsible Discharger that is assigned a site-specific mass-based sediment waste load allocation,11 shall install erosion and sediment controls that will result in predicted erosion rates that are equal to or less than the site- specific allocation for sediment loading. The calculated RUSLE2 soil loss and sediment delivery rates for the selected BMPs and controls shall be equal to, or less than, the site-specific mass-based sediment waste load allocation.

The Responsible Discharger is required to calculate their site-specific mass- based sediment waste load allocation by multiplying the construction site’s area by the water body’s applicable load allocation, provided in Table H-3.

Table H-3: TMDL Watersheds with Site-Specific Mass-Based Sediment Waste Load Allocations12
TMDL Watershed
Waste Load
Allocation
(tons/mi2/yr)
Lower Eel River Watershed (Road, Episodic)13 9
Lower Eel River Watershed (Road, Chronic) 17
Lower Eel River Watershed (Bank Erosion) 6
Middle Fork Eel River – Black Butte Subwatershed 7
Middle Fork Eel River – Elk Creek Subwatershed 41
Middle Fork Eel River – Round Valley Subwatershed 9
Middle Fork Eel River – Upper Middle Fork Subwatershed 9 Middle Fork Eel River – Williams/Thatcher Subwatershed 19 Middle Fork Eel River Watershed 23
Upper Main Eel River Watershed (Large Features >3,000 yds3) 36 Upper Main Eel River Watershed (Road Related – Small Features) 14 Mad River Watershed (Roads) 174
10 Table H-2 specifies this section in the Compliance Action column for these TMDLs. 11 Table H-2 specifies this section in the Compliance Action column for these TMDLs. 12 More information for specific TMDL watersheds and site-specific mass-based sediment TMDLs can be found in Section W.6.e of this General Permit’s Fact Sheet. 13 Some waste load allocations may only apply to certain projects (e.g., roads, along banks, small or large features). Waste load allocations that only apply to certain projects are noted in parentheticals.

ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-56
TMDL Watershed
Waste Load
Allocation
(tons/mi2/yr)
Scott River Watershed (Roads and Small Streamside Features) 69 Trinity River – Upper Area Reference Subwatersheds14 281 Trinity River – Westside Tributaries Subwatershed 105
Trinity River – Upper Trinity Subwatershed 690
Trinity River – East Fork Tributaries Subwatershed 65
Trinity River – Eastside Tributaries Subwatershed 60
Trinity River – Weaver and Rush Creeks Subwatershed 169 Trinity River – Deadwood Creek, Hoadley Gulch, and Poker Bar Area Subwatershed 68
Trinity River – Lewiston Lake Area Subwatershed 49
Trinity River – Grass Valley Creek Subwatershed 44
Trinity River – Indian Creek Subwatershed 81
Trinity River – Reading and Browns Creek Subwatershed 66 Trinity River – Lower Middle Area Reference Subwatersheds15 24 Trinity River – Canyon Creek Subwatershed 326
Trinity River – Upper Tributaries Subwatershed 67
Trinity River – Middle Tributaries Subwatershed 53
Trinity River – Lower Tributaries Subwatershed 55
Trinity River – Lower Area Reference Subwatersheds16 528 Trinity River – Mill Creek and Tish Tang Subwatershed 210 Trinity River – Willow Creek Subwatershed 94
Trinity River – Campbell Creek and Supply Creek Subwatershed 1961 Trinity River – Lower Mainstem Area and Coon Creek
Subwatershed
63 I.E.3. Los Peñasquitos Lagoon Sediment TMDL
I.E.3.a. All Responsible Dischargers for the Los Peñasquitos Lagoon Sediment TMDL shall provide an estimate of the representative flow rate of discharge from the construction project for at least one precipitation event each reporting year, in addition to complying with this General Permit.

I.E.3.b. The Responsible Discharger shall submit the representative flow estimate as a PDF attachment to the Annual Report (due in SMARTS no later than September 1 of each year).
14 Stuarts Fork, Swift Creek, and Coffee Creek
15 New River, Big French, Manzanita, North Fork, East Fork, North Fork 16 Horse Linto Creek
ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-57
I.F. Temperature TMDL Implementation Requirements
I.F.1. Compliance with this General Permit
All Responsible Dischargers for the Temperature TMDLs listed in Table H-2 shall comply with the requirements of this General Permit. Compliance with this General Permit is consistent with the requirements and assumptions of the North Coast Temperature TMDL Implementation Policy and no additional requirements are incorporated into this General Permit to implement Temperature TMDLs listed in Table H-2.

I.G. Metals and Toxics TMDL Implementation Requirements I.G.1. Compliance with this General Permit
All Responsible Dischargers for the Metals or Toxics TMDLs listed in Table H-2 shall comply with the requirements of this General Permit. Compliance with the requirements of this General Permit is consistent with the requirements and assumptions of the Metals or Toxics TMDLs, unless specified below.

I.G.2. Erosion and Sediment Control BMPs and RUSLE2 Modeling I.G.2.a. A Responsible Discharger that identifies on-site sources of metals or toxics in their pollutant source assessment and are assigned a mass-based waste load allocation, shall address the TMDL through the following in addition to complying with this General Permit:
i. Comply with the site-specific erosion and sediment control, post- construction, and all other requirements in this General Permit; ii. Install erosion and sediment controls that will result in predicted erosion rates that are as protective as pre-construction conditions (e.g., undisturbed vegetation for the area) for each phase of the construction project; and iii. Use RUSLE2 modeling to calculate the predicted soil losses and sediment delivery rates when selecting temporary BMPs and controls to be applied during each phase of the project. The RUSLE2 modeling included in the SWPPP shall include:

1. Appropriate climatic variables, soil types, and slope topography for the area disturbed; and

I.G.3. Numeric Action Level
I.G.3.a. The Responsible Discharger shall implement BMPs to address the metals or toxics listed in the TMDL and prevent exceedances of the applicable numeric ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-58
action levels to the extent possible. The BMPs shall be visually inspected, maintained, repaired, and updated in the SWPPP in accordance with this General Permit’s requirements specified in the Order and applicable requirements in Attachments D or E for the site’s Risk or Type.

I.G.3.b. The Responsible Discharger shall conduct non-visible pollutant monitoring, as required in Attachment D or E Section III.D.3, when the TMDL-specific pollutant may be discharged due to a failure to implement BMPs, a container spill or leak, or a BMP breach, failure, or malfunction.

I.G.3.c. The Responsible Discharger shall compare the non-visible pollutant monitoring analytical results to the applicable numeric action level(s) in Table H-2. The Responsible Discharger may provide the Water Boards adequate information demonstrating that it is infeasible to analyze the samples for compliance with a numeric action level using an ELAP-accredited laboratory for methods compliant with 40 Code of Federal Regulations Part 136. The Water Boards will specify the appropriate monitoring methods to determine compliance if it is demonstrated that it is infeasible to analyze samples for compliance with a numeric effluent limitation.

I.G.3.d. The Responsible Discharger shall certify and submit all analytical results in SMARTS within 30 days of receiving the results, or within 10 days of receiving results above an applicable numeric action level.

I.G.3.e. A TMDL-related numeric action level exceedance occurs on the second, and each subsequent, analytical result for samples taken from any and all discharge location(s) within the same drainage area, during the same reporting year and taken in accordance with Attachment D or E Section III.D.3, that is above the concentration set forth in the applicable numeric action level. A numeric action level exceedance is not a violation of this General Permit; however, it is a violation when the discharger fails to report and respond to the numeric action level exceedance(s).

I.G.3.f. The Regional Water Boards may assign additional monitoring, reporting, and BMP requirements upon obtaining site-specific information, including information about the numeric action level exceedance(s).

I.G.4. Numeric Effluent Limitation
I.G.4.a. The Responsible Discharger shall implement BMPs to address the metals or toxics listed in the TMDL and prevent exceedances of the applicable numeric effluent limitations. The BMPs shall be visually inspected, maintained, repaired, and updated in the SWPPP in accordance with this General Permit’s requirements specified in the Order and applicable requirements in Attachments D or E for the site’s Risk Level or Type.

I.G.4.b. The Responsible Discharger shall conduct non-visible pollutant monitoring, as required in Attachment D or E Section III.D.3, when the TMDL specific pollutant ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-59
may be discharged due to a failure to implement BMPs, a container spill or leak, or a BMP breach, failure, or malfunction.

I.G.4.c. The Responsible Discharger shall compare the non-visible pollutant monitoring analytical results to the applicable numeric effluent limitation(s) in Table H-2.

The Responsible Discharger may provide the Water Boards information demonstrating that it is infeasible to analyze the samples for compliance with a numeric effluent limitation using an ELAP-accredited laboratory for methods compliant with 40 Code of Federal Regulations Part 136. The Water Boards will specify the appropriate monitoring methods to determine compliance if it is demonstrated that it is infeasible to analyze samples for compliance with a numeric effluent limitation. See the TMDL-related soil screening investigation and associated total suspended solids (TSS) numeric effluent limitations for the Los Angeles Area Lakes TMDL and the Los Angeles and Long Beach Harbor Waters TMDL in Section I.G.5 below, if applicable.

I.G.4.d. The Responsible Discharger shall certify and submit the analytical results in SMARTS within 30 days of receiving the results, or within 10 days of receiving results above an applicable numeric effluent limitation.

I.G.4.e. A TMDL-related numeric effluent limitation exceedance occurs on the second, and each subsequent, analytical result for samples taken from any and all discharge location(s) within the same drainage area, during the same reporting year and taken in accordance with Attachment D or E Section III.D.3, that is above the concentration set forth in the applicable numeric effluent limitation.

I.G.4.f. The Regional Water Boards may assign additional monitoring, reporting, and BMP requirements upon obtaining site-specific information, including information about exceedances of the numeric effluent limitation(s).

I.G.5. TMDL-related Soil Screening Investigation and Associated TSS Numeric Effluent Limitations
I.G.5.a. To comply with the Los Angeles Area Lakes TMDL for chlordane, DDT, dieldrin, and PCBs and, beginning March 23, 2032, the Los Angeles and Long Beach Harbor Waters TMDL for copper, lead, and zinc, dischargers that discharge to:
1) Peck Road Park Lake, Echo Park Lake, or Puddingstone Reservoir; or 2) Dominguez Channel or Torrance Lateral Channel shall use the following soil screening investigation as part of their pollutant source assessment and comply with the numeric effluent limitation for TSS, if applicable. As set forth in Order, Section VI.O.4, this General Permit may be reopened prior to March 23, 2032, ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-60
to revise the requirements implementing the Los Angeles and Long Beach Harbor Waters TMDL for copper, lead, and zinc. As set forth in Order, Section VI.O.5, this General Permit may be reopened to revise the requirements implementing the Los Angeles Lakes TMDL for chlordane, DDT, dieldrin, and PCBs at a publicly noticed Board meeting.

I.G.5.a.i. The discharger shall conduct a soil screening investigation as part of the pollutant source assessment, prior to initiation of land disturbance activities at the site, to determine whether subsequent numeric effluent limitation sampling is required. The soil screening investigation shall be conducted by, or under the direction of, a California Professional Engineer (PE), California Professional Geologist (PG), or Qualified SWPPP Developer (QSD).

I.G.5.a.ii. Soil Sampling Locations17
I.G.5.a.ii.1. The discharger shall determine sampling plots by graphically applying a sampling grid with perpendicular line intersections to a map or other representation of the entire parcel or construction site. Each plot or block of the grid overlay must be sized in accordance with the scale specifications in Table H-4 below.

Table H-4: Soil Sampling Plot Specifications
Total Parcel or Site
Area >1 to 5 acres >5 to 20 acres >20 acres
Sampling Grid Scale One-quarter acre One-half acre One acre I.G.5.a.ii.2. The discharger shall collect at least one soil sample from a randomly selected location within each sampling plot. To ensure randomness, each plot shall be further divided into nine equal subsections, each assigned a unique number from one to nine. The discharger shall use a random number generator to select which subsection will be sampled; the soil sample location may be anywhere within the selected subsection.

I.G.5.a.iii. Soil Sample Collection
I.G.5.a.iii.1. The discharger may utilize hand sampling methods or devices such as mechanical or hydraulic earth drills to collect soil samples. Hand methods may be economically preferable as the required soil sample depths are less than two feet.

I.G.5.a.iii.2. The discharger shall obtain a three-point composite sample of in-situ soil, consisting of roughly equal volumes from 6 inches, 12 inches, and 18 inches 17 The sampling protocol was modified from United States Environmental Protection Agency “Superfund Soil Screening Guidance” and United States Department of Agriculture and Natural Resource Conservation Service “Sampling Soils for Nutrient Management”.

ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT H H-61
below surface at each soil sample location. The listed depths are the ‘start depths’ or ‘top depths’ for each composite portion. Soil samples shall be obtained from below the grass or forb root zone if present. The total quantity of each soil sample shall be approximately 20 cubic inches of volume, or one pound (0.5 kilograms) by weight.

I.G.5.a.iii.3. The discharger shall immediately seal brass or acrylic sampling tubes sealed with Teflon™ squares and plastic caps. Otherwise, soil samples shall be placed in 500 milliliter glass jars with tightly sealable caps.

I.G.5.a.iii.4. The discharger shall label each soil sample with a unique identifier, the address or location of the site, the name of the person that collected the sample, and the collection date.

I.G.5.a.iii.5. The Responsible Discharger shall maintain soil samples at a temperature of 4°Celsius until delivered to an ELAP-accredited analytical laboratory under chain-of-custody for analysis.

I.G.5.a.iv. Soil Sample Analysis
I.G.5.a.iv.1. For total copper, total lead, and total zinc, the discharger shall use EPA method 6010D, 6020B, or a comparable method validated for the analysis of metals in soil samples. For chlordane, DDT, and dieldrin, the discharger shall use EPA method 8081B or a comparable method validated for the analysis of chlordane, DDT, and dieldrin in soil samples. For PCBs, the discharger shall use EPA method 8082A or a comparable method validated for the analysis of PCBs in soil samples.

I.G.5.a.iv.2. The laboratory report must include the reporting limit for each analyte.

I.G.5.a.v. Soil Sample Reporting
The discharger shall submit soil sample analytical results via SMARTS prior to initiation of land disturbance activities.

I.G.5.a.vi. TSS Numeric Effluent Limitation
I.G.5.a.vi.1. If all soil sample analysis results for each applicable TMDL analyte are below their respective analytical reporting limits, the discharger is not considered a Responsible Discharger and does not have to sample for the TMDL-specific pollutant(s) under the non-visible pollutant monitoring requirements in Attachments D or E Section III.D.3, of this General Permit.

I.G.5.a.vi.2. If one or more of the specified TMDL analytes are measured above the respective analytical reporting limits, the discharger is considered a Responsible Discharger and shall:
a. Implement sediment control BMPs that are effective at removing the applicable TMDL-specific pollutant, such as, but not limited to, media filter socks or fiber rolls, advanced silt fencing, and sedimentation ORDER WQ 2022-0057-DWQ
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basins. The BMPs shall be visually inspected, maintained, repaired, and updated in the SWPPP in accordance with this General Permit’s requirements specified in the Order and applicable requirements in Attachments D or E for the site’s Risk Level or Type.
b. Comply with a TSS numeric effluent limitation of 100 mg/L, as follows:
i. Collect samples for TSS following the same procedure as non-visible pollutant monitoring, as required in Attachment D or E Section III.D.3, when the TMDL-specific pollutants may be discharged due to failure to implement BMPs, a container spill or leak, or a BMP breach, failure, or malfunction.
ii. Analyze the collected samples using the current version of Standard Method 2540 D.
iii. Compare the analytical results to a numeric effluent limitation of 100 mg/L of TSS18, as the applicable limitation for each of the applicable TMDL-specific pollutants identified in the soil screening investigation process described above.
iv. Certify and submit the analytical results in SMARTS within 30 days of receiving the results or within 10 days of receiving results above the numeric effluent limitation for TSS.

I.G.5.a.vi.3. A TMDL-related numeric effluent limitation exceedance occurs on the second, and each subsequent, analytical result for samples taken from any and all discharge location(s) within the same drainage area, during the same reporting year and taken in accordance with Attachment D or E Section III.D.3, that is above the concentration set forth in the numeric effluent limitation. For the second and each subsequent analytical result that is above the TSS numeric effluent limitation, the exceedance shall apply to every TMDL-specific pollutant identified in the soil screening investigation process, regardless of any results from the informational monitoring described in I.G.6 below. Upon exceedance of the numeric effluent limitation, the Responsible Discharger shall comply with the Water Quality Based Corrective Actions in Section VI.Q of this General Permit’s Order. A 18 Nasrabadi T, Ruegner H, Schwientek M, Bennett J, Fazel Valipour S, Grathwohl P (2018) “Bulk metal concentrations versus total suspended solids in rivers: Time- invariant & catchment-specific relationships.”
Washington Department of Ecology (2004) “A Total Maximum Daily Load Evaluation for Chlorinated Pesticides and PCBs in the Walla Walla River.” Angela Gorgoglione, Fabián A. Bombardelli, Bruno J. L. Pitton, Lorence R. Oki, Darren L. Haver and Thomas M. Young (2018), “Role of Sediments in Insecticide Runoff from Urban Surfaces: Analysis and Modeling.”
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numeric effluent limitation exceedance is a violation of this General Permit and is subject to mandatory minimum penalties.

I.G.5.a.vi.4. The Regional Water Boards may require additional monitoring, reporting, and BMP requirements upon obtaining site-specific information, including information about exceedances of the numeric effluent limitation.

I.G.6. Water Quality Sampling for Los Angeles and Long Beach Harbor Waters Metals TMDL starting March 23, 2032
This General Permit implements TSS numeric effluent limitations as a surrogate for limiting discharges of sediment-bound total copper, total lead, and total zinc.

Starting March 23, 2032, to correlate and quantify actual discharges of copper, lead, and zinc concentrations in construction stormwater discharges with measured discharge concentrations of TSS, the Responsible Dischargers for the Los Angeles and Long Beach Harbor Waters Metals TMDL, as determined by Section I.G.5 above, shall:
a. Collect effluent water quality samples following the same procedure as non- visible pollutant monitoring, as required in Attachment D or E Section III.D.3, when the pollutants may be discharged due to failure to implement BMPs, a container spill or leak, or a BMP breach, failure, or malfunction. b. Analyze the collected samples for total copper, total lead, and total zinc, using an ELAP-accredited laboratory for methods compliant with 40 Code of Federal Regulations Part 136.
c. Certify and submit the analytical results in SMARTS within 30 days of receiving the results.
d. The analytical results are informational only and will not be used to assess compliance with any limitation in this General Permit.

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ATTACHMENT I

REQUIREMENTS FOR DISCHARGERS GRANTED A REGULATORY EXCEPTION

FOR DISCHARGES TO AREAS OF SPECIAL BIOLOGICAL SIGNIFICANCE

NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES)

GENERAL PERMIT FOR STORMWATER DISCHARGES ASSOCIATED

WITH CONSTRUCTION AND LAND DISTURBANCE ACTIVITIES
(GENERAL PERMIT)
A. AREAS OF SPECIAL BIOLOGICAL SIGNIFICANCE
A.1. Areas of Special Biological Significance (ASBS) are defined in the Water Quality Control Plan for Ocean Waters of California (California Ocean Plan) as “those areas designated by the State Water Resources Control Board (State Water Board) as ocean areas requiring protection of species or biological communities to the extent that alteration of natural water quality is undesirable.” A.2. The California Ocean Plan prohibits the discharge of waste to an ASBS.

A.3. The California Ocean Plan authorizes the State Water Board to grant an exception to California Ocean Plan provisions where the Board determines that the exception will not compromise protection of ocean waters for beneficial uses and the public interest will be served.

A.4. On March 20, 2012, the State Water Board adopted Resolution 2012-0012 (amended by Resolution 2012-0031) which contained a general exception to the California Ocean Plan for discharges of stormwater and non-point sources (ASBS Exception). This resolution also contains the Special Protections that are to be implemented for discharges directly to an ASBS. Resolution 2012-0012 (as amended by Resolution 2012-0031) is hereby incorporated by reference and construction stormwater dischargers discharging directly to an ASBS must comply with its requirements.

A.5. This General Permit requires dischargers who have been granted a California Ocean Plan exception for discharges to an ASBS to comply with the requirements contained in the Special Protections. These requirements are contained below.

B. ASBS NON-STORMWATER DISCHARGES
B.1. The term “ASBS Non-Stormwater Discharges” means any waste discharges from a municipal separate storm sewer system (MS4) or other NPDES permitted storm drain system to an ASBS that are not comprised entirely of stormwater.

B.2. Only the following ASBS Non-Stormwater Discharges are allowed, provided that the discharges are essential for emergency response purposes, structural stability, slope stability, or occur naturally:
a. Discharges associated with emergency firefighting operations. b. Foundation and footing drains.

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c. Water from crawl space or basement pumps.
d. Hillside dewatering.
e. Naturally occurring groundwater seepage via a storm drain. f. Non-anthropogenic flows from a naturally occurring stream via a culvert or storm drain, as long as there are no contributions of anthropogenic runoff.

B.3. Authorized ASBS Non-Stormwater Discharges shall not cause or contribute to a violation of the water quality objectives in Chapter II of the California Ocean Plan nor alter natural ocean water quality in an ASBS.

B.4. In the San Clemente Island ASBS, discharges incidental to military training and research, development, test, and evaluation operations are allowed. Discharges incidental to underwater demolition and other in-water explosions are not allowed in the two military closure areas in the vicinity of Wilson Cove and Castle Rock.

Discharges must not result in a violation of the water quality objectives, including the protection of the marine aquatic life beneficial use, anywhere in the ASBS.

B.5. In the San Nicolas Island and Begg Rock ASBS, discharges incidental to military research, development, testing, and evaluation of, and training with, guided missile and other weapons systems, fleet training exercises, small-scale amphibious warfare training, and special warfare training are allowed. Discharges incidental to underwater demolition and other in-water explosions are not allowed. Discharges must not result in a violation of the water quality objectives, including the protection of the marine aquatic life beneficial use, anywhere in the ASBS.

C. ASBS COMPLIANCE PLAN
C.1. State Water Board Resolution 2012-0012 grants an exception to the California Ocean Plan’s prohibition on discharges to an ASBS (ASBS Exception) to applicants who were identified as dischargers of construction stormwater to an ASBS (ASBS dischargers). Each ASBS discharger shall specifically address the prohibition of ASBS Non-Stormwater Discharges and the requirement to maintain natural water quality for construction stormwater discharges to an ASBS in an ASBS Compliance Plan to be included in the ASBS discharger’s Stormwater Pollution Prevention Plan (SWPPP). The ASBS Compliance Plan is subject to approval by the Executive Director of the State Water Board. The ASBS Compliance Plan shall include:
a. A map of surface drainage of stormwater runoff, showing areas of sheet runoff and priority discharges, and a description of any structural Best Management Practices (BMPs) already employed and/or BMPs to be employed in the future.

Priority discharges are those that pose the greatest water quality threat, and which are identified as requiring installation of structural BMPs. The map shall also show the stormwater conveyances in relation to other features such as service areas, sewage conveyances and treatment facilities, landslides, areas prone to erosion, and waste and hazardous material storage areas, if applicable. The SWPPP shall also include a procedure for updating the map and plan when changes are made to the stormwater conveyance facilities.

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b. A description of the measures by which all unauthorized ASBS Non-Stormwater Discharges (e.g., dry weather flows) has been eliminated, how these measures will be maintained over time, and how these measures are monitored and documented.
c. A description of how pollutant reductions in stormwater runoff, that are necessary to comply with these special conditions, will be achieved through BMPs. Structural BMPs need not be installed if the discharger can document to the satisfaction of the Executive Director that such installation would pose a threat to health or safety. BMPs to control stormwater runoff discharges (at the end-of-pipe) during a design storm shall be designed to achieve on average the following target levels:
i. Instantaneous Maximum Water Quality Objectives in Table 1 (provided at the end of this Attachment); or
ii. A 90 percent reduction in pollutant loading during storm events, for the applicant’s total discharges.
d. A description of how the ASBS discharger will address erosion and the prevention of anthropogenic sedimentation in the ASBS. The natural habitat conditions in the ASBS shall not be altered as a result of anthropogenic sedimentation.
e. A description of the non-structural BMPs currently employed and planned in the future (including those for construction activities), and an implementation schedule. The ASBS Compliance Plan shall also describe the structural BMPs, including any low impact development measures, currently employed and planned for higher threat discharges and include an implementation schedule.

To control stormwater runoff discharges (at the end-of-pipe) during a design storm, ASBS dischargers must first consider using low impact development practices to infiltrate, use, or evapotranspiration stormwater runoff on-site. The BMPs and implementation schedule shall be designed to ensure that natural water quality conditions in the receiving water are achieved and maintained by either reducing flows from impervious surfaces or reducing pollutant loading, or some combination thereof.

D. REPORTING
If the results of the receiving water monitoring described in Section E below (Sampling and Analysis Requirements) indicate that the stormwater runoff is causing or contributing to an alteration of natural ocean water quality in the ASBS, the ASBS discharger shall submit a report to the State Water Board within 30 days of receiving the results.

D.1. The report shall identify the constituents in stormwater runoff that alter natural ocean water quality and the sources of these constituents.

D.2. The report shall describe BMPs that are currently being implemented, BMPs that are identified in the SWPPP for future implementation, and any additional BMPs ORDER WQ 2022-0057-DWQ
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that may be added to the SWPPP to address the alteration of natural water quality.

The report shall include a new or modified implementation schedule for the BMPs.

D.3. The ASBS discharger shall revise its ASBS Compliance Plan to incorporate any new or modified BMPs that have been or will be implemented, the implementation schedule, and any additional monitoring required within 30 days of the approval of the report by the Executive Director.

D.4. The discharger does not have to repeat the same procedure for continuing or recurring exceedances of natural ocean water quality conditions due to the same constituent when the ASBS discharger is in compliance with the procedures described above and is implementing the revised SWPPP.

D.5. Compliance with this Section does not excuse violations of any term, prohibition, or special condition contained in the Special Protections of the ASBS Exception.

E. SAMPLING AND ANALYSIS REQUIREMENTS
E.1. Monitoring is mandatory for all ASBS dischargers to assure compliance with the California Ocean Plan. Monitoring requirements include both: (1) Core Discharge Monitoring and (2) Ocean Receiving Water Monitoring (see sections below). The State Water Board and Regional Water Quality Control Boards (Regional Water Boards) must approve sampling site locations and any adjustments to the monitoring programs. All ocean receiving water and reference area monitoring must be comparable with the Water Boards’ Surface Water Ambient Monitoring Program (SWAMP).

E.2. Sample locations and sampling periods must be determined considering safety issues. Sampling may be postponed upon notifying the State Water Board Executive Director or the appropriate Regional Water Board Executive Officer that hazardous conditions prevail.

E.3. All constituents must be analyzed using the lowest minimum detection limits comparable to the California Ocean Plan water quality objectives and in compliance with U.S. EPA sufficiently sensitive method requirements in 40 Code of Federal Regulations Part 136. All samples being analyzed for metals (including stormwater effluent, reference samples, and ocean receiving water samples) must use an approved analytical method with the lowest minimum detection limits (currently Inductively Coupled Plasma/Mass Spectrometry) described in the California Ocean Plan.

F. CORE DISCHARGE MONITORING PROGRAM
F.1. General Sampling Requirements for Timing and Storm Size Runoff must be collected during a storm event that is greater than 0.1 inch and generates runoff, and at least 72 hours from the previously measurable storm event. Runoff samples shall be collected during the same storm and approximately at the same time as the post-storm receiving water and reference site samples being analyzed for the same constituents as described in Section G below.

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F.2. Runoff Samples – Storm Events
F.2.a. For outfalls1 equal to or greater than 18 inches (0.46 meter) in diameter or width, samples of stormwater runoff shall be:
i. Collected during the same storm as receiving water samples and analyzed for oil and grease, total suspended solids, and, if within the range of the southern sea otter, indicator bacteria or some other measure of fecal contamination; and
ii. Collected and analyzed for critical life stage chronic toxicity (one invertebrate or algal species) at least once during each storm season when receiving water is sampled in the ASBS.

F.2.b. For outfalls equal to or greater than 36 inches (0.91 meter) in diameter or width, samples of stormwater runoff shall be:
i. Collected during the same storm as receiving water samples and analyzed for turbidity, pH, and, if within the range of the southern sea otter, indicator bacteria or some other measure of fecal contamination;
ii. Collected during the same storm as receiving water samples and analyzed for the metals in Table 1 (provided at the end of this Attachment) for protection of marine life, California Ocean Plan polynuclear aromatic hydrocarbons (PAHs), currently used pesticides (pyrethroids and organophosphate pesticides), and nutrients (ammonia, nitrate, and phosphates); and
iii. Collected and analyzed for critical life stage chronic toxicity (one invertebrate or algal species) at least once during each storm season when receiving water is sampled in the ASBS.

F.2.c. If an ASBS discharger has no outfall greater than 36 inches, then stormwater runoff from the discharger’s largest outfall shall be further collected during the same storm as receiving water samples and analyzed for the metals in Table 1 (provided at the end of this Attachment) for protection of marine life, California Ocean Plan polynuclear aromatic hydrocarbons (PAHs), current use pesticides (pyrethroids and organophosphate pesticides), and nutrients (ammonia, nitrate, and phosphates).

F.2.d. For a General Permit applicant not participating in a regional integrated monitoring program (see below in Section G.3), in addition to the sampling requirements in Section F.2.a and b above, a minimum of the two largest outfalls or 20 percent of the larger outfalls, whichever is greater, shall be sampled (flow weighted composite samples) at least three times annually during wet weather (storm event) and analyzed for all Table 2 constituents, Table 1 constituents (Table 1 and 2 constituents are provided at the end of this Attachment) for marine aquatic life protection (except for toxicity, only chronic toxicity for three 1 Outfalls mean a discharge location, including, but not limited to pipes, ditches, swales, and other points of concentrated flow.

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species shall be required), dichlorodiphenyltrichloroethane (DDT), polychlorinated biphenyls (PCBs), California Ocean Plan PAHs, organophosphate pesticides, pyrethroids, nitrates, phosphates, and California Ocean Plan indicator bacteria. For parties discharging to an ASBS in more than one Regional Water Board region, at a minimum, one (the largest) such discharge shall be sampled annually in each region.

F.2.e. The Executive Director may reduce or suspend core monitoring once the storm runoff is fully characterized. This determination may be made at any point after the discharge is fully characterized but is best made after the monitoring results from the first permit cycle are assessed.

G. OCEAN RECEIVING WATER AND REFERENCE AREA MONITORING

PROGRAM
G.1. All ASBS dischargers must perform ocean receiving water monitoring in addition to performing the Core Discharge Monitoring Program in Section F above. ASBS dischargers may choose either: (1) an individual monitoring program, or (2) participation in a regional integrated monitoring program to fulfill the requirements for monitoring the physical, chemical, and biological characteristics of the ocean receiving waters within their ASBS.

G.2. Individual Monitoring Program
G.2.a. The requirements listed below are for those ASBS dischargers who elect to perform an individual monitoring program to fulfill the requirements for monitoring the physical, chemical, and biological characteristics of the ocean receiving waters within the affected ASBS. In addition to Core Discharge Monitoring, the following additional monitoring requirements shall be met.

G.2.a.i. The receiving water at the point of discharge from the outfalls described in Section F.2 above shall be: sampled three times annually during wet weather (storm events); analyzed for Table 1 constituents and Table 2 constituents (provided at the end of this Attachment) for marine aquatic life, DDT, PCBs, California Ocean Plan PAHs, organophosphate pesticides, pyrethroids, nitrates, phosphates, salinity, chronic toxicity (three species), and California Ocean Plan indicator bacteria.

G.2.a.ii. The sample location for the ocean receiving water shall be in the surf zone at the point of discharges; this must be at the same location where stormwater runoff is sampled. Receiving water shall be sampled prior to (pre-storm), and during (or immediately after) the same storm (post-storm). Post-storm sampling shall be representative of the same storm and at approximately the same time as when the runoff is sampled. Reference water quality shall also be sampled three times annually and analyzed for the same constituents as the pre-storm and post-storm sampling, during the same storm seasons when receiving water is sampled. Reference stations will be determined by the State Water Board, Division of Water Quality staff and applicable Regional Water Board(s) staff.

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G.2.a.iii. The sediment sampling shall occur at least three times during every five-year period. The subtidal sediment (sand or finer, if present) at the discharge shall be sampled and analyzed for Table 1 constituents (provided at the end of this Attachment) for marine aquatic life, DDT, PCBs, PAHs, pyrethroids, and organophosphate pesticides. Only an acute toxicity test using the amphipod Eohaustorius estuarius must be performed for sediment toxicity testing.

G.2.a.iv. A quantitative survey of intertidal benthic marine life shall be performed at the discharge and reference site(s). The survey shall be performed at least once during every five-year period. The survey design is subject to approval by the Regional Water Board and the State Water Board’s Division of Water Quality.

The results of the survey shall be completed and submitted to the State Water Board and Regional Water Board at least six months prior to the end of the permit cycle.

G.2.a.v. A bioaccumulation study shall be conducted to determine the concentrations of metals and synthetic organic pollutants at representative discharge and reference sites once during each five-year period. The study design is subject to approval by the Regional Water Board and the State Water Board’s Division of Water Quality. The bioaccumulation study may include California mussels (Mytilus californianus) and/or sand crabs (Emerita analoga or Blepharipoda occidentalis). Based on the study results, the Regional Water Board and the State Water Board’s Division of Water Quality, may adjust the study design in subsequent permits, add or modify additional test organisms (such as shore crabs or fish), or modify the study design appropriate for the area and best available sensitive measures of contaminant exposure.

G.2.a.vi. Representative quantitative observations for debris/trash by type and source shall be performed along the coast of the ASBS within the influence of the ASBS discharger’s outfall(s). The design, including locations and frequency, of the trash/debris observations is subject to approval by the Regional Water Board and State Water Board’s Division of Water Quality.

G.2.a.vii. The monitoring requirements of this section G.2. Individual Monitoring Program, are minimum requirements. After a minimum of one year of continuous water quality monitoring of the discharges and ocean receiving waters, the Executive Director of the State Water Board may require additional monitoring, or adjust, reduce, or suspend receiving water and reference station monitoring. This determination may be made at any point after the discharge and receiving water is fully characterized but is best made after the monitoring results from the first permit cycle are assessed.

G.3. Regional Integrated Monitoring Program
G.3.a. An ASBS discharger may elect to participate in a regional integrated monitoring program, in lieu of an individual monitoring program, to fulfill the requirements for monitoring the physical, chemical, and biological characteristics of the ocean receiving waters within their ASBS. This regional approach shall characterize natural water quality, pre- and post-storm, in-ocean reference areas near the mouths of identified open space watersheds and the effects of the discharges on ORDER WQ 2022-0057-DWQ
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natural water quality (physical, chemical, and toxicity) in the ASBS receiving waters, and should include benthic marine aquatic life and bioaccumulation components. The design of the ASBS stratum of a regional integrated monitoring program may deviate from the otherwise required individual monitoring program approach (Section G.2 of this Attachment) if approved by the State Water Board’s Executive Director and/or the applicable Regional Water Board(s) Executive Officer(s).

G.3.b. Ocean reference areas shall be located at the drainages of flowing watersheds with minimal development (in no instance more than 10 percent development) and shall not be located in Clean Water Act § 303(d) listed waterbodies or have tributaries that are 303(d) listed. Reference areas shall be free of wastewater discharges and anthropogenic non-stormwater runoff. A minimum of low threat stormwater runoff discharges (e.g., stream highway overpasses and campgrounds) may be approved by the Regional Water Board(s) Executive Officer(s)and the State Water Board Executive Director on a case-by-case basis.

Reference areas shall be located in the same region as where the ASBS receiving water monitoring occurs. The reference areas for each region are subject to approval by the participants in the regional integrated monitoring program, the State Water Board Executive Director, and the applicable Regional Water Board(s) Executive Officer(s). A minimum of three ocean reference water samples must be collected from each station, each from a separate storm during the same storm season that receiving water is sampled. A minimum of one reference location shall be sampled for each ASBS receiving water site sampled per responsible party. For parties discharging to an ASBS in more than one Regional Water Board region, at a minimum, one reference station and one receiving water station shall be sampled in each region.

G.3.c. The ASBS ocean receiving water must be sampled in the surf zone at the location where the runoff makes contact with ocean water (i.e., at “point zero”).

Ocean receiving water stations must be representative of worst-case discharge conditions (i.e., co-located at a large drain greater than 36 inches, or if drains greater than 36 inches are not present in the ASBS then the largest drain greater than 18 inches.) Ocean receiving water stations are subject to approval by the participants in the regional monitoring program and the State Water Board Executive Director and the applicable Regional Water Board(s) Executive Officer(s). A minimum of three ocean receiving water samples must be collected during each storm season from each station, each from a separate storm. A minimum of one receiving water location shall be sampled in each ASBS per responsible party in that ASBS. For parties discharging to an ASBS in more than one Regional Water Board region, at a minimum, one reference station and one receiving water station shall be sampled in each region.

G.3.d. Reference and receiving water sampling shall commence during the first full storm season following the adoption of these special conditions, and post-storm samples shall be collected during the same storm event when stormwater runoff is sampled. Sampling shall occur in a minimum of two storm seasons. Sampling may be limited to only one storm season for ASBS dischargers that have already ORDER WQ 2022-0057-DWQ
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participated in the Southern California Bight 2008 ASBS regional monitoring effort.

G.3.e. Receiving water and reference samples shall be analyzed for the same constituents as stormwater runoff samples. At a minimum, constituents to be sampled and analyzed in reference and discharge receiving waters must include turbidity, pH, Table 1 metals (provided at the end of this Attachment) for protection of marine life, California Ocean Plan PAHs, pyrethroids, organophosphate pesticides, ammonia, nitrate, phosphates, and critical life stage chronic toxicity for three species. In addition, within the range of the southern sea otter, indicator bacteria or some other measure of fecal contamination shall be analyzed. The following flowchart depicts how a discharger determines if their discharge is in compliance with natural water quality.

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Flowchart to Determine Compliance with Natural Water Quality

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Table 1 - Monitoring Constituent List
(Excerpted from the 2019 California Ocean Plan Table 3 ) Constituent Units
Arsenic µg/L
Cadmium µg/L
Chromium (Hexavalent) µg/L
Copper µg/L
Lead µg/L
Mercury µg/L
Nickel µg/L
Selenium µg/L
Silver µg/L
Zinc µg/L
Cyanide µg/L
Total Chlorine Residual µg/L
Ammonia (as N) µg/L
Acute Toxicity TUa
Chronic Toxicity TUc
Phenolic Compounds (non-chlorinated) µg/L
Chlorinated Phenolics µg/L
Endosulfan µg/L
Endrin µg/L
Hexachlorocyclohexane µg/L
Radioactivity
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Table 2 - Monitoring Constituent List
(Excerpted from the 2019 California Ocean Plan Table 4) Constituent Units
Grease and Oil mg/L
Suspended Solids mg/L
Settleable Solids mL/L
Turbidity NTU
pH
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ATTACHMENT J

DEWATERING REQUIREMENTS

NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES)

GENERAL PERMIT FOR STORMWATER DISCHARGES ASSOCIATED

WITH CONSTRUCTION AND LAND DISTURBANCE ACTIVITIES
(GENERAL PERMIT)
A. AUTHORIZED CONSTRUCTION DEWATERING DISCHARGES
A.1. Dischargers with dewatering activities subject to a separate NPDES permit for dewatering activities are not subject to the provisions in this Attachment, and shall obtain separate NPDES coverage as required by the State or Regional Water Board. Dischargers shall include in its Stormwater Pollution Prevention Plan (SWPPP), the separate NPDES permit coverage it holds for dewatering discharges.

A.2. Dewatering discharges authorized by this General Permit include mechanical pumping or syphoning of non-potable water from sources including, but not limited to: excavations, trenches, foundations, vaults, groundwater removal specifically related to the construction activities, and/or water collected in impoundments (e.g., ponds, puddles, low points on the active site, or other similar accumulation points).

A.3. This General Permit does not limit the State or Regional Water Boards’ authority to modify dewatering discharge requirements upon providing written notice to the discharger, including but not limited to the following:
a. Adding constituents to be monitored;
b. Adding or modifying frequency of monitoring;
c. Adding or modifying sampling locations;
d. Requiring all or part of the discharge to be treated by an active treatment system (in accordance with Attachment F) prior to discharge; and/or e. Revoking authorization of dewatering dischargers under this General Permit and requiring the discharger to obtain different NPDES permit coverage for dewatering discharges to waters of the United States.

B. GENERAL DEWATERING DISCHARGE REQUIREMENTS
B.1. Dischargers shall comply with the following dewatering discharge requirements:
a. The discharge complies with receiving water limitations in Section IV.D of this General Permit’s Order;
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ATTACHMENT J J-2
b. The discharge is absent of pollutants in quantities that threaten to cause pollution or a nuisance1;
c. The dewatering activity takes place in an area without known (including, but not limited to information from: Geotracker, local permitting authorities, Water Boards, etc.) soil and/or groundwater contamination where that contamination could cause an exceedance of receiving water limitations; d. The discharger shall utilize outlet structures that withdraw water from the surface when conducing dewatering activity from sediment basins or similar impoundments, unless infeasible; and
e. The discharger shall cease discharge if necessary, as follows:
i. Through an automated sampling device capable of ceasing the discharge if a single sample concentration/level exceeds the numeric action level(s); or ii. By a Qualified SWPPP Practitioner (QSP) or trained delegate who is present during the operation of the mechanical pumping and/or syphoning of the dewatering activity and is able to halt dewatering if a numeric action level is exceeded for a single sample.

C. DEWATERING DISCHARGE MONITORING REQUIREMENTS
C.1. The discharge shall be analyzed for pH and turbidity at the discharge location within the first hour of discharge and daily for continuous dewatering discharges.

Each sample must instantaneously comply with the numerical action levels for pH (within 6.5 – 8.5 standard pH units) and turbidity (250 nephelometric turbidity units);
C.2. Dewatering discharge(s) exceeding the numeric action levels for pH and turbidity shall immediately cease until the dewatering discharge complies with the requirements in Sections B.1.a through e and D.5 and 6.

D. DEWATERING DISCHARGE REPORTING REQUIREMENTS
D.1. At least 24 hours prior to the beginning of a dewatering discharge, the discharger shall notify the applicable Regional Water Board stormwater staff via email2 of the anticipated dewatering discharge.

D.2. The discharger shall notify the corresponding Regional Water Board and the applicable municipal separate storm sewer system within 24 hours of a discharge occurring if an exception to the requirement to cease discharge, as outlined in Section B.1.e, is necessary to protect human life and health or prevent severe property damage.
1 40 Code of Federal Regulations section 131.12, and State Water Board Resolution No. 68-16.
2 Regional Water Board stormwater staff contacts listed in Attachment C of this General Permit.

ORDER WQ 2022-0057-DWQ
NPDES No. CAS000002
ATTACHMENT J J-3
D.3. The Qualified SWPPP Developer (QSD) shall update the site-specific SWPPP on- site at least 24 hours prior to the beginning of a dewatering discharge and upload the amended SWPPP to SMARTS within 14 days with current information required in Section D.4 below, if necessary. The revised SWPPP shall be uploaded as part of a Change of Information through SMARTS.

D.4. The QSD shall include the following site-specific SWPPP updates to address dewatering discharges:
a. On-site BMPs that are selected and implemented:
i. To prevent the dewatering discharge from contacting construction materials or equipment;
ii. That do not use waters of the United States as part of the treatment area, at all areas or points where dewatering is discharged; and iii. To decelerate the velocity of dewatering discharge (e.g., check dams, sediment traps, riprap, and grouted riprap at outlets); b. Cleaning and maintenance plan for all dewatering devices and filter media when the pressure equals or exceeds the manufacturer’s specifications (if applicable);
c. Site-specific dewatering sampling protocols used to comply with requirements in Section B.1; and
d. A site map depicting the dewatering activity discharge area location(s).

D.5. The discharger shall enter results of all numeric action level (e.g., turbidity and pH) exceedances through SMARTS within 10 days of the field measurements demonstrating the exceedance.

D.6. The QSD shall revise the SWPPP to incorporate immediate corrective actions to prevent further exceedances of the numeric action levels for pH and turbidity, within 10 days of the exceedance.

…VMP - Fire Flow Calculations - 9-08-2025.docx

CIVIL ENGINEERING

CONSULTING
civTEC
999 Corporate Dr., Suite 100
Ladera Ranch, CA 92694
p: 949.463.8822
e: [email protected]

FIRE FLOW CALCULATIONS

Project: Veterans Memorial Park
CIP 4609

Owner: City of Carlsbad

Date Prepared: September 8, 2025

Prepared By: civTEC
999 Corporate Dr., Suite 100
Ladera Ranch, CA 92694
p: 949.463.8822
e: [email protected]

…VMP - Fire Flow Calculations - 9-08-2025.docx

CALCULATIONS
Fire flow requirements:

The required fire flow for each individual hydrant is
1,500 gpm @ 20 p.s.i. (see Backup Documentation)
Worst Case Scenario: 1,500 gpm to detector check and
1,500 gpm to fire hydrant
Fire flow comes from one source: 8” water line in Faraday Ave.

Residual Pressure @ Faraday = 132 p.s.i. (north side)
= 122 p.s.i (south side)
(figures obtained from city from water pressure test
provided on 10/18/22 – see Backup Documentation)

…VMP - Fire Flow Calculations - 9-08-2025.docx

CALCULATIONS

On-site F.H. (North)

Pressure @ F.H. (North) = Pr-hf-H
Where: Pr = residual pressure @ Faraday Ave.
hf = friction losses from Faraday to F.H.

H = static headloss from Faraday to F.H.

Pr = 132 p.s.i. (given)
H = elev. 65 (@ F.H.) – elev. 55 (@ Faraday) = 10 feet
= 10 feet * (1 p.s.i./2.3067 feet)
= 4.3 p.s.i.
hf = (4.73)(L)(Q)1.85
(D)4.87(C)1.85
Where: L = length of pipe (feet)
Q = flowrate (cfs)
D = diameter of pipe (feet)
C = Hazen-Williams Coeff.

Assume: C = 150
Add 10% to length of pipe for minor losses
Add 15 p.s.i. for loss through DCDA
= (4.73)(1.1 * 440 ft)(1500 gpm * 1 cfs/449 gpm)1.85
(6/12 ft)4.87(150)1.85
= 58.8 feet
= 25.5 p.s.i.

Therefore:

Pressure @ F.H. (North) = 132 – 4.3 – 15 – 25.5
= 87.2 p.s.i. > 20 p.s.i.

132 psi
Elev. 55 Elev. 65
440 l.f. – 6” PVC
1,500 gpm

…VMP - Fire Flow Calculations - 9-08-2025.docx

CALCULATIONS

On-site F.H. (South)

Pressure @ F.H. (South) = Pr-hf-H
Where: Pr = residual pressure @ Faraday Ave.
hf = friction losses from Faraday to F.H.

H = static headloss from Faraday to F.H.

Pr = 122 p.s.i. (given)
H = elev. 99 (@ F.H.) – elev. 98.5 (@ Faraday) = 70.5 feet = 0.5 feet * (1 p.s.i./2.3067 feet)
= 0.2 p.s.i.
hf = (4.73)(L)(Q)1.85
(D)4.87(C)1.85
Where: L = length of pipe (feet)
Q = flowrate (cfs)
D = diameter of pipe (feet)
C = Hazen-Williams Coeff.

Assume: C = 150
Add 10% to length of pipe for minor losses
= (4.73)(1.1 * 85 ft)(1500 gpm * 1 cfs/449 gpm)1.85
(6/12 ft)4.87(150)1.85
= 11.4 feet
= 4.9 p.s.i.

Therefore:

Pressure @ F.H. (South) = 122 – 0.2 – 4.9
= 115.1 p.s.i. > 20 p.s.i.

OK
122 psi
Elev. 98.5 Elev. 99
85 l.f. – 6” PVC
1,500 gpm

…VMP - Fire Flow Calculations - 9-08-2025.docx

BACKUP DOCUMENTATION
• Exhibit of Water Pressure Test Results (provided by city on Oct. 18, 2022) • Excerpt from “Fire Department Access & Water Requirements for Commercial and Residential Development Guideline” by Carlsbad Fire Department, dated Feb. 18, 2021.

Carlsbad Fire Department
Fire Prevention Bureau

Fire Department Access & Water
Requirements for Commercial and
Residential Development Guideline

Approved and Authorized by:

Randall Metz, Fire Marshal
Issued: February 18, 2021

A. Water Availability – To facilitate the review process and avoid untimely delays in project approval, applicants are strongly encouraged to arrange a hydrant flow test with the water company prior to submitting plans to the Carlsbad if the project includes a new structure or increase in the floor area of an existing structure. Water availability information may not be required to be submitted for every project, and plans may be submitted with a hydrant flow test pending, but the applicant should understand that project approval may be delayed if it is determined during review that this information is required. If the project requires evaluation of the available fire flow, it will not be approved without a completed Carlsbad Water Availability form or equivalent data sheets from a water district. Water availability information must be no older than six months.

1) Obtain a Water Availability form from Carlsbad Building Department.

2) Fill out the project and building information in the first section of the Water Availability form. Care should be taken when determining the applicable fire area for the p roject. As stated above, fire flow is dependent on several factors, so the largest building or group of structures is not necessarily the most demanding in terms of fire flow.

3) Determine the required fire flow from CFC Table B105.1, provided in Attachment 23. A maximum 50% reduction in fire flow (but not duration) may be taken when the fire -flow calculation area consists only of buildings equipped with an approved automatic fire sprinkler system.

4) Contact the local water company to request a hydrant flo w test or fire flow modeling calculation and have a representative of the water company complete and sign the last section on the form. In some cases, the water company may allow or require a qualified third party to perform the flow test for you.

a) In new ly develo ped areas without water infrastructure, the water department may issue a “will -serve” letter indicating the expected amount of water that will be delivered once the water system is installed and operational.

b) If multiple hydrants are located within the maximum distance allowed by CFC Table C105.1, the amount of water available from each hydrant may be combined, provided that the hydrants are flowed simultaneously.

c) It is the applicant’s responsibility to ensure that the following information is provided at a minimum on either the water company’s test data sheet and/or the Carlsbad Water Availability form:

ATTACHMENT 23

CFC TABLE B105.1:

Minimum Required Fire Flow and Flow Duration for Buildings as adopted by the City of Carlsbad
Minimum fire flow for a detached, unsprinklered single-family residence/duplex up to 3600 sq.ft. is 1000 gpm.

Construction Types shall be based upon actual construction without applying 1-hour equivalency allowed by CBC Table 601 footnote ‘e’.

Fire flow measured at 20 psi.
0-22700 0-12700 0-8200 0-5900 0-3600 1500/1000 1500/1000 22701-30200 12701-17000 8201-10900 5901-7900 3601-4800 1750 1500/1000 30201-38700 17001-21800 10901-12900 7901-9800 4801-6200 2000 1500/1000 38701-48300 21801-24200 12901-17400 9801-12600 6201-7700 2250 1500/1125 48301-59000 24201-33200 17401-21300 12601-15400 7701-9400 2500 1500/1250 59001-70900 33201-39700 21301-25500 15401-18400 9401-11300 2750 1500/1375 70901-83700 39701-47100 25501-30100 18401-21800 11301-13400 3000 1500 83701-97700 47101-54900 30101-35200 21801-25900 13401-15600 3250 1625 97701-112700 54901-63400 35201-40600 25901-29300 15601-18000 3500 1750 112701-128700 63401-72400 40601-46400 29301-33500 18001-20600 3750 1875 128701-145900 72401-82100 46401-52500 33501-37900 20601-23300 4000 2000 145901-164200 82101-92400 52501-59100 37901-42700 23301-26300 4250 2125 164201-183400 92401-103100 59101-66000 42701-47700 26301-29300 4500 2250 183401-203700 103101-114600 66001-73300 47701-53000 29301-32600 4750 2375 203701-225200 114601-126700 73301-81100 53001-58600 32601-36000 5000 2500 225201-247700 126701-139400 81101-89200 58601-65400 36001-39600 5250 2625 247701-271200 139401-152600 89201-97700 65401-70600 39601-43400 5500 2750 271201-295900 152601-166500 97701-106500 70601-77000 43401-47400 5750 2875 295901+ 166501+ 106501-115800 77001-83700 47401-51500 6000 3000 115801-125500 83701-90600 51501-55700 6250 3125
125501-135500 90601-97900 55701-60200 6500 3250
135501-145800 97901-106800 60201-64800 6750 3375
145801-156700 106801-113200 64801-69600 7000 3500
156701-167900 113201-121300 69601-74600 7250 3625
167901-179400 121301-129600 74601-79800 7500 3750
179401-191400 129601-138300 79801-85100 7750 3875
191401+ 138301+ 85101+ 8000 4000
Type VB unsprinklered
commercial/SFR
sprinklered
commercial/SFR
FIRE FLOW CALCULATION AREA (square feet) FIRE FLOW (gallons/min) 3 4
2 Flow
DurationType IA and IB Type IIA and IIIA Type IV and VA Type IIB and IIIB

…VMP - Hydrology & Hydraulic Report - Final.docx

CIVIL ENGINEERING

CONSULTING
civTEC
999 Corporate Dr., Suite 100
Ladera Ranch, CA 92694
p: 949.463.8822
e: [email protected]

FINAL

HYDROLOGY & HYDRAULIC REPORT

Project: Veterans Memorial Park
CIP 4609
GRA2023-0042
CUP2021-0014
DWG 546-1 and DWG 546-1A

Owner: City of Carlsbad

Date Prepared: April 9, 2025

Prepared By: civTEC
999 Corporate Dr., Suite 100
Ladera Ranch, CA 92694
p: 949.463.8822
e: [email protected]

…VMP - Hydrology & Hydraulic Report - Final.docx

TABLE OF CONTENTS

Page

1.0 PROJECT DESCRIPTION and SUMMARY --------------------------------------------------------------------------------------- 1 Location Map
Purpose
Study Methodology
Project Description
Hydrology Summary

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS -------------------------------------------------------------------------------- 8 Existing 2-Year Storm Event Hydrology
Proposed 2-Year Storm Event Hydrology
Existing 25-Year Storm Event Hydrology
Proposed 25-Year Storm Event Hydrology
Existing 50-Year Storm Event Hydrology
Proposed 50-Year Storm Event Hydrology
Existing 100-Year Storm Event Hydrology
Proposed 100-Year Storm Event Hydrology
Hydraulic Analysis of:

Onsite Storm Drain: WSPG Calculations for Proposed 100-Year Storm for Lines A, B, B1, B2, and C
Onsite Storm Drain: WSPG Calculations for Proposed 100-Year Storm for Lines into Basins Brow ditch
Curb Inlet Catch Basins
Basin Overflow
Rip-rap
100-Year Storm Documentation of Existing Storm Drain Capacity Under Faraday

3.0 HYDROLOGY MAP ---------------------------------------------------------------------------------------------------------------- 121 Existing and Proposed Hydrology Maps

4.0 BACKUP DOCUMENTATION --------------------------------------------------------------------------------------------------- 122 Soil Group Map
- Excerpt from County of San Diego Hydrology Manual
Rainfall Isopluvials
- Excerpt from County of San Diego Hydrology Manual
- Adjustment for P6:

Infiltration Report (by Southern California Geotechnical)

…VMP - Hydrology & Hydraulic Report - Final.docx page 1

1.0 PROJECT DESCRIPTION and SUMMARY
Location Map

Purpose
The purpose of this report is to provide a Hydrology study and analysis of the 2 -year, 25-year, 50- year, and 100-year storm events of the existing and proposed site conditions and to compare the relative flow rates for each storm event.

…VMP - Hydrology & Hydraulic Report - Final.docx page 2

1.0 PROJECT DESCRIPTION and SUMMARY
Study Methodology
To compare the runoff (Q) for the 2, year, 25-year, 50-year, and 100-year storm events, this study presents:

1. Calculations of the storm event runoffs for the existing site and the proposed improvements.

2. Present a summary of the differences in the flow rates between the proposed and existing conditions for each storm event.

3. Provide a summary and any mitigation that may or not be required due to any increase in the flow rates.

4. Performed a hydraulic calculation on the mainlines for the offsite flow for the 100-year storm event.

For the hydrology study, the RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE by AES was used. Impervious areas for each subarea were measured (and tabulated in the Hydrology Maps). In the computer program the type of cover that most closely reflects the actual impervious area percentage was chosen for each watershed. The AES program then calculates the runoff coefficient using the formulas in the San Diego County Hydrology Manual.

For the hydraulic analysis of the onsite storm drain and brow ditch capacity, Manning’s equation was used assuming non-pressure flow with the Manning Coefficient accounting for losses. For the existing RCP pipe, a Mannings Coefficient of 0.013 was used. The onsite pipe (all oif which is plastic, a Mannings Coefficient of 0.012 was used. Drain inlet and grate capacity was analyzed assuming 50% clogging. Tailwater was considered for the main lines carrying the offsite flow through the site.

Soffit control at the outlet was used for control unless HGL information was provided on the as-built plans for the WSPG calculations. The WSPG clacs. also include losses based on the Manning Coefficient and for bends. For the onsite storm drain lines draining into the basins, the basin tailwater (water surface depth of ponding over the overflow grate) was used as downstream control. The basin overflow grate capacity was calculated using either a weir or orifice equation, depending on which governs . For the existing pipes un der Faraday tailwater was not a consideration since the grade falls off rather steeply and the pipes are not flowing full.

Hydrology Manual Used:
• SAN DIEGO HYDROLOGY MANUAL, prepared by the County of San Diego Department of Public Works – Flood Control District, June, 2003
Computer Software Used:
• RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE, (Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003, 1985, 1981 HYDROLOGY MANUAL), © Copyright 1983 -2015 Advanced Engineering Software (aes), Ver. 22.0, Release Date:
07/01/2015
• SDHM – SAN DIEGO HYDROLOGY MODEL, distributed by Clear Creek Solutions, Inc. (for hydromodification management studies)
• W S P G W - CIVILDESIGN Version 14.08, Program Package Serial Number: 7184 (for offsite flow pipeline hydraulic grade line calculations)

…VMP - Hydrology & Hydraulic Report - Final.docx page 3

1.0 PROJECT DESCRIPTION and SUMMARY
Project Description
The project site is approximately 93.7 acres of open space at the east corner of Faraday Avenue and Whitman Way. The site is currently unimproved and consists of natural vegetation, some drainage structures, including headwall inlets and outlets and concrete v -ditch, and dirt hiking trails.

The proposed project will be a multi-use park with amenities including a bike park, improved trails, restrooms, tot lots, parking lots picnic areas. Most of the improvements for the park will be pervious, included D.G. pedestrian paths, pervious pavers in plaza areas and pervious concrete pavers in the parking stalls.

The current site drains via sheet flow with the aid of some concrete v-ditch interception into seven (7) existing headwall or riser inlets. The storm drains connected to these inlets carry the storm runoff under Faraday Ave. and discharge into the existing golf course southwesterly of the project site.

There is some offsite drainage going through the parking lot coming from the existing hillside northeasterly of the site. The total watershed contributary to the existing 7 inlets is shown to be approx. 99.4 acres.

The proposed site will include atrium drains, curb inlets and catch basins & grates to pick up the surface drainage. The inlets will connect to an underground storm drain system which will direct the runoff to proposed biofiltration (bioretention with an impermeable liner) areas for water quality treatment. The biofiltration (bioretention with a n impermeable liner) areas will outlet into the existing inlets. Care was taken so that the contributory watershed areas for each inlet was duplicated as much as feasible in the proposed layout of the storm drain system. The remaining existing offsite runoff will be addressed with inlet structures upslope of the proposed improvements.

Since no water quality treatment is required for these existing, unimproved areas, the runoff will be carried underground directly to the existing inlets . Trash Capture requirements do not apply to these areas as this project is not a priority land use – please refer to project SWQMP report.

The site is located within the Agua Hedionda Hydrologic Area, within the Carlsbad Watershed, as delineated by the “Final Carlsbad Water Quality Improvement Plan (May 2018 Update) (WQIP)” and as such the runoff ultimately flows in the Agua Hedionda Lagoon and ultimately into the Pacific Ocean. The site location is shown in the San Diego County Hydrology Manual isopluvial maps located in Section 4.0 – Backup Documentation. The site’s soil type is identified as Type D - see Section 4.0 – Backup Documentation. The site’s infiltration rate is 0.0 in/hr, as defined within the “Results of Infiltration Testing” letter dated August 7, 2020 and prepared by Southern California Geotechnical, a copy is included in Section 4.0 – Backup Documentation.

…VMP - Hydrology & Hydraulic Report - Final.docx page 4

1.0 PROJECT DESCRIPTION and SUMMARY
Hydrology Summary
Comparison of Existing to Proposed Conditions
The pre- and post -construction 2-year, 25-year, 50-year, and 100-year storm event runoffs are summarized below:

Watershed
/ Outlet
Flow Rate (cfs) for Storm Event
Existing Condition
Flow Rate (cfs) for Storm Event
Proposed Condition
2 Year
25 Year
50 Year
100
Year 2 Year 25 Year 50 Year 100
Year
A 2.02 3.53 3.87 4.54 1.52 2.68 2.94 3.46
B 1.18 2.06 2.26 2.65 1.67 2.92 3.20 3.75
C 17.98 31.47 34.46 40.46 25.41 44.91 49.26 57.97
D 0.86 1.51 1.65 1.94 0.83 1.45 1.59 1.86
E 34.44 60.27 66.01 77.48 38.79 68.05 74.52 87.54
F 1.19 2.08 2.28 2.68 1.32 2.34 2.57 3.03
G 4.90 5.57 9.38 11.01 4.90 8.57 9.38 11.01
Total 62.57 109.49 120.51 140.76 74.44 130.92 143.46 168.62 Increase N/A N/A N/A N/A +11.87
(19.0%)
+21.43
(19.6%)
+22.95
(19.0%)
+27.86
(19.8%)

Unmitigated Flows
The unmitigated flows (e.g., not accounting for BMP performance or Hydromodification measures) are as follows:
• For the 2-year storm event, the additive runoff total for the existing condition is 62.57 cfs and the additive runoff from the proposed condition is 74.44 cfs. There is an expected increase in runoff due to the proposed improvements of 11.87 cfs or an increase of 19.0%. • For the 25-year storm event, the additive runoff total for the existing condition is 109.49 cfs and the additive runoff from the proposed condition is 130.92 cfs. There is an expected increase in runoff due to the proposed improvements of 21.43 cfs or an increase of 19.6%. • For the 50-year storm event, the additive runoff total for the existing condition is 120.51 cfs and the additive runoff from the proposed condition is 143.46 cfs. There is an expected increase in runoff due to the proposed improvements of 22.95 cfs or an increase of 19.0%. • For the 100-year storm event, the additive runoff total for the existing condition is 140.76 cfs and the additive runoff from the proposed condition is 168.62 cfs. There is an expected increase in runoff due to the proposed improvements of 27.86 cfs or an increase of 19.8%.

The proposed improvements will increase the overall runoff due to the proposed impervious surfaces being constructed. Due to the addition of water quality BMPs being proposed (biofiltration - bioretention with a n impermeable liner - basins), any negative impact on downstream structures or capacity will be mitigated from the proposed improvements – see discussion below.

…VMP - Hydrology & Hydraulic Report - Final.docx page 5

1.0 PROJECT DESCRIPTION and SUMMARY
Hydromodification and Best Management Practices (BMPs)
A Hydromodification study was completed in the Final SWQMP. Hydromodification is required and the proposed BMP basins are sized accordingly to hold and treat either the required DCV or hydromodification mitigation volume, whichever is greater , to ensure that the storm runoff from the project site does not exceed the existing condition.

All DMA BMPs are sized for the DVC and mitigate the increased flow from proposed versus existing.

All required BMPs are designed to outlet control (via orifice) to meet hydromodification requirements.

Please refer to the output files for the SWMM Model program in the project SWQMP report.

Hydraulic Gradle Line Calculations for the offsite flow for the 100-year storm event The 100-year storm event was used to determine the hydraulic grade line in the storm drain lines that carry the offsite flow through the site to ensure adequate capacity is provided. The calculations show that the hydraulic grade line (HGL) for all five lines are below grade with at least 1-foot of freeboard below the ground surface or gutter flow line – see Section 2.0 – Hydrology and Hydraulic Calculations

100-Year Storm Documentation of Existing Storm Drain Capacity Under Faraday The hydraulic capacity for each existing Faraday Avenue storm drain receiving basin outflow from the project site was assessed to determine if the subject Faraday Avenue storm drain systems are adequately sized to safely convey the unattenuated post -developed condition 100 -year peak flow rate from each project discharge point to the corresponding outfall along the Agua Hedionda Lagoon shoreline. The post -developed condition 100 -year peak flow rates were calculated to reflect the onsite improvements, the ons ite undeveloped preservation areas, and the currently undeveloped offsite areas tributary to the property. The attenuative effects of the proposed structural best management practices (BMPs) were neglected. The hydraulic capacity assessment determined that all five existing Faraday Avenue storm drain systems are adequately sized in their present condition to safely convey the unattenuated post-developed condition 100- year peak flow rates from the project site to the existing Agua Hedionda Lagoon outfalls.

Therefore, further detention analysis for the onsite BMPs is not necessary due to the adequate capacity of all five existing downstream storm drain systems.

The first assessment was to review the City of Carlsbad record drawing (DWG 369-2) to compare the peak flow rate for the subject storm drain segments and to compare against the peak flow rate calculated under this report. The initial comparison assessment was to determine if the post- developed peak flow rates conform with the peak flow rates contemplated by the original design for the Faraday Avenue storm drain systems, and if the proposed, present -day conditions also conform with the conditions presented o n the record drawings. The subject storm drain systems were determined to have adequate hydraulic capacity for the proposed condition if: (1) the storm drain profile on the record drawing demonstrates that at least one foot of freeboard is provided to the roadway surface along its entire profile, and (2) the peak flow rate on the record drawing exceeded the peak flow rate calculated in this report. For storm drain segments with varying slopes, the most hydraulically restrictive, mildly sloping segment along the roadway profile was selected for comparison. The results of the first assessment are provided in the table below:

…VMP - Hydrology & Hydraulic Report - Final.docx page 6

1.0 PROJECT DESCRIPTION and SUMMARY
This Report Record Drawing DWG 369-2
ΔQ100
(cfs) Outlet Q100 (cfs) SD
Station Q100 (cfs) Diameter
(in) Material Slope
(%)
Outlet
Elevation
(NGVD
29)
A 3.46 15+30 56.52 30 RCP 2.91 44.67 -53.06
B 3.75 17+31 6.84 18 RCP 4.22 45.32 -3.09
C 57.97 19+06 49.41 30 RCP 4.25 38.89 +8.56
E 87.54 36+33 93.40 36 RCP 3.90 60.48 -5.86
F 3.03 41+00 3.07 18 RCP 2.00 93.08 -0.04

The first assessment demonstrates that four of the five existing storm drain systems (Outlets A, B, E, and F) will receive less flow from the project site than originally contemplated in their design. Per DWG 369-2, by inspection, all five existing storm d rain systems flow openly (i.e., without pressure) for the design flow rates denoted on the record drawing. Additionally, all five outlets are not subject to tailwater impacts from Agua Hedionda Lagoon due to the outlets being elevated significantly above t he lagoon’s upstream -most 100 -year water surface elevation (9.80 feet, NGVD 29). Furthermore, the project proposes to connect to all five existing storm systems by way of new basin flow control structures and directly connected underground storm drain, whi ch will improve upon the existing culvert headwall -type inlets (Outlets A through E) and Type F surface inlet (Outlet F) as shown on the record drawing. Therefore, for Outlets A, B, E, and F, it can be concluded without further evaluation that the existing storm drains are adequately sized in their present condition to safely convey the unattenuated post -developed condition 100 -year peak flow rate from the project site to the existing outlet. An additional hydraulic capacity assessment was conducted for Outlet C due to the 10% increase in peak flow rate to the existing 30-inch storm drain segment.

The second hydraulic capacity assessment determined if the proposed peak flow rate to the existing storm drain system would exceed the maximum steady -state capacity (i.e., create a pressurized flow condition). The determining calculation was based upon uti lized a steady -state assumption (i.e., normal depth open channel flow). The open channel flow assumption is valid as a starting point due to the absence of a tailwater condition at the storm drain outlet (the Outlet C outfall is approximately 30 feet highe r than the lagoon water surface elevation per the above table). The subject storm drain system was conservatively determined to have adequate hydraulic capacity for the proposed condition if the existing storm drain remains unpressurized with the increased peak flow rate and reasonably determined to have no impact on the existing outlet if the outlet velocity will remain substantially similar to the velocity shown on the record drawing. The hydraulic calculations were completed using Hydraulic Toolbox 4.4 and are summarized in the table below:

…VMP - Hydrology & Hydraulic Report - Final.docx page 7

1.0 PROJECT DESCRIPTION and SUMMARY

Outlet Q100 (cfs) V100 (fps)
Maximum
Capacity
(cfs)
Additional
Capacity
(cfs)
DWG 369-2
Velocity
(fps)
ΔV100 (fps)
C 57.97 18.55 84.56 26.59 17.95 +0.60

The second assessment demonstrates that the existing Outlet C storm drain system can maintain an unpressurized flow condition along its profile with negligible impact to the system outlet. The peak flow does not create a pressurized flow condition so watertight joints will not be required to be retro-fitted on the existing lines. Therefore, it can be concluded that all five existing Faraday Avenue storm drains are adequately sized in their present condition to safely convey the unattenuated post-developed condition 100-year peak flow rate from the project site to their respective outlets. Supporting references and calculations are provided in Section 2.0.

…VMP - Hydrology & Hydraulic Report - Final.docx page 8

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
Existing 2-Year Storm Event Hydrology
____________________________________________________________________________ ****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2015 Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1678

Analysis prepared by:

civTEC
999 Corporate Dr., Suite 100
Ladera Ranch, CA 92694
ph: 949.463.8822

************************** DESCRIPTION OF STUDY ************************** * VETERANS MEMORIAL PARK * * EXISTING CONDITION * * 2-YEAR STORM EVENT * **************************************************************************

FILE NAME: VMP_E2.DAT
TIME/DATE OF STUDY: 09:08 11/18/2024
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA

USER SPECIFIED STORM EVENT(YEAR) = 2.00
6-HOUR DURATION PRECIPITATION (INCHES) = 1.200
SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00
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 0.0312 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 1.10 TO NODE 1.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 108.00
DOWNSTREAM ELEVATION(FEET) = 93.00
ELEVATION DIFFERENCE(FEET) = 15.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.733
SUBAREA RUNOFF(CFS) = 0.11
TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.11

…VMP - Hydrology & Hydraulic Report - Final.docx page 9

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS

**************************************************************************** FLOW PROCESS FROM NODE 1.15 TO NODE 1.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 93.00 DOWNSTREAM(FEET) = 48.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 525.00 CHANNEL SLOPE = 0.0853 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.11
FLOW VELOCITY(FEET/SEC) = 4.38 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.00 Tc(MIN.) = 8.26
LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.20 = 625.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 1.20 TO NODE 1.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.287
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 1.92 TOTAL AREA(ACRES) = 2.5 TOTAL RUNOFF(CFS) = 2.02 TC(MIN.) = 8.26

**************************************************************************** FLOW PROCESS FROM NODE 2.10 TO NODE 2.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 115.00
DOWNSTREAM ELEVATION(FEET) = 91.00
ELEVATION DIFFERENCE(FEET) = 24.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.733
SUBAREA RUNOFF(CFS) = 0.11
TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.11

**************************************************************************** FLOW PROCESS FROM NODE 2.15 TO NODE 2.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 91.00 DOWNSTREAM(FEET) = 49.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 640.00 CHANNEL SLOPE = 0.0652 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.11
FLOW VELOCITY(FEET/SEC) = 3.83 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.79 Tc(MIN.) = 9.05
LONGEST FLOWPATH FROM NODE 2.10 TO NODE 2.20 = 740.00 FEET.

…VMP - Hydrology & Hydraulic Report - Final.docx page 10

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 1.44 SUBAREA RUNOFF(CFS) = 1.09 TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 1.18 TC(MIN.) = 9.05

**************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 268.00
DOWNSTREAM ELEVATION(FEET) = 258.00
ELEVATION DIFFERENCE(FEET) = 10.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.733
SUBAREA RUNOFF(CFS) = 0.11
TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.11

**************************************************************************** FLOW PROCESS FROM NODE 3.15 TO NODE 3.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 258.00 DOWNSTREAM(FEET) = 45.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 2365.00 CHANNEL SLOPE = 0.0899 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.11
FLOW VELOCITY(FEET/SEC) = 4.50 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 8.77 Tc(MIN.) = 15.03
LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.20 = 2465.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.554
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 32.94 SUBAREA RUNOFF(CFS) = 17.92 TOTAL AREA(ACRES) = 33.0 TOTAL RUNOFF(CFS) = 17.98 TC(MIN.) = 15.03

**************************************************************************** FLOW PROCESS FROM NODE 4.10 TO NODE 4.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 200.00
DOWNSTREAM ELEVATION(FEET) = 186.00
ELEVATION DIFFERENCE(FEET) = 14.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267

…VMP - Hydrology & Hydraulic Report - Final.docx page 11

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.733
SUBAREA RUNOFF(CFS) = 0.11
TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.11

**************************************************************************** FLOW PROCESS FROM NODE 4.15 TO NODE 1.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 186.00 DOWNSTREAM(FEET) = 94.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 340.00 CHANNEL SLOPE = 0.2706 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.11
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.19 Tc(MIN.) = 7.46
LONGEST FLOWPATH FROM NODE 4.10 TO NODE 1.20 = 440.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 4.20 TO NODE 4.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.442
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 0.77 TOTAL AREA(ACRES) = 1.0 TOTAL RUNOFF(CFS) = 0.86 TC(MIN.) = 7.46

**************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 5.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 309.00
DOWNSTREAM ELEVATION(FEET) = 280.00
ELEVATION DIFFERENCE(FEET) = 29.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.733
SUBAREA RUNOFF(CFS) = 0.29
TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.29

**************************************************************************** FLOW PROCESS FROM NODE 5.15 TO NODE 5.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 280.00 DOWNSTREAM(FEET) = 72.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 1735.00 CHANNEL SLOPE = 0.1195 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.29
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.10 Tc(MIN.) = 12.36
LONGEST FLOWPATH FROM NODE 5.10 TO NODE 5.20 = 1835.00 FEET.

…VMP - Hydrology & Hydraulic Report - Final.docx page 12

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
**************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.763
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 46.45 SUBAREA RUNOFF(CFS) = 28.67 TOTAL AREA(ACRES) = 46.8 TOTAL RUNOFF(CFS) = 28.85 TC(MIN.) = 12.36

**************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================

**************************************************************************** FLOW PROCESS FROM NODE 5.30 TO NODE 5.35 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ LIMITED INDUSTRIAL RUNOFF COEFFICIENT = .8500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 96
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 126.90
DOWNSTREAM ELEVATION(FEET) = 126.10
ELEVATION DIFFERENCE(FEET) = 0.80
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.627
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 56.00
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.162
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 0.27
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.27

**************************************************************************** FLOW PROCESS FROM NODE 5.35 TO NODE 5.40 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 126.10 DOWNSTREAM ELEVATION(FEET) = 95.70 STREET LENGTH(FEET) = 1325.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 26.00

DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020

SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200

**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.26
HALFSTREET FLOOD WIDTH(FEET) = 6.82
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.79
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.73

…VMP - Hydrology & Hydraulic Report - Final.docx page 13

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
STREET FLOW TRAVEL TIME(MIN.) = 7.91 Tc(MIN.) = 11.53 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.844
RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 92
AREA-AVERAGE RUNOFF COEFFICIENT = 0.713
SUBAREA AREA(ACRES) = 4.30 SUBAREA RUNOFF(CFS) = 5.63 TOTAL AREA(ACRES) = 4.4 PEAK FLOW RATE(CFS) = 5.79

END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.87 FLOW VELOCITY(FEET/SEC.) = 3.20 DEPTH*VELOCITY(FT*FT/SEC.) = 0.97 LONGEST FLOWPATH FROM NODE 5.30 TO NODE 5.40 = 1425.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.40 TO NODE 5.50 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 86.00 DOWNSTREAM(FEET) = 84.00 FLOW LENGTH(FEET) = 82.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.15
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.79
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 11.70
LONGEST FLOWPATH FROM NODE 5.30 TO NODE 5.50 = 1507.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.50 TO NODE 5.40 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 5.79 11.70 1.827 4.40
LONGEST FLOWPATH FROM NODE 5.30 TO NODE 5.40 = 1507.00 FEET.

** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 28.85 12.36 1.763 46.75
LONGEST FLOWPATH FROM NODE 5.10 TO NODE 5.40 = 1835.00 FEET.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 33.10 11.70 1.827
2 34.44 12.36 1.763

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 34.44 Tc(MIN.) = 12.36
TOTAL AREA(ACRES) = 51.2

…VMP - Hydrology & Hydraulic Report - Final.docx page 14

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
DOWNSTREAM ELEVATION(FEET) = 148.00
ELEVATION DIFFERENCE(FEET) = 10.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.733
SUBAREA RUNOFF(CFS) = 0.11
TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.11

**************************************************************************** FLOW PROCESS FROM NODE 6.15 TO NODE 6.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 148.00 DOWNSTREAM(FEET) = 108.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 290.00 CHANNEL SLOPE = 0.1379 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.11
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.02 Tc(MIN.) = 7.29
LONGEST FLOWPATH FROM NODE 6.10 TO NODE 6.20 = 390.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 6.20 TO NODE 6.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.480
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 1.25 SUBAREA RUNOFF(CFS) = 1.09 TOTAL AREA(ACRES) = 1.4 TOTAL RUNOFF(CFS) = 1.19 TC(MIN.) = 7.29

**************************************************************************** FLOW PROCESS FROM NODE 7.10 TO NODE 7.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 233.00
DOWNSTREAM ELEVATION(FEET) = 226.00
ELEVATION DIFFERENCE(FEET) = 7.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.058
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.531
SUBAREA RUNOFF(CFS) = 0.13
TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.13

**************************************************************************** FLOW PROCESS FROM NODE 7.15 TO NODE 7.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 226.00 DOWNSTREAM(FEET) = 111.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 1000.00 CHANNEL SLOPE = 0.1144 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.13
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.51 Tc(MIN.) = 10.57

…VMP - Hydrology & Hydraulic Report - Final.docx page 15

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
LONGEST FLOWPATH FROM NODE 7.10 TO NODE 7.20 = 1100.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 7.20 TO NODE 7.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.951
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 7.02 SUBAREA RUNOFF(CFS) = 4.79 TOTAL AREA(ACRES) = 7.2 TOTAL RUNOFF(CFS) = 4.90 TC(MIN.) = 10.57
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

…VMP - Hydrology & Hydraulic Report - Final.docx page 16

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
Proposed 2-Year Storm Event Hydrology
____________________________________________________________________________ ****************************************************************************

Analysis prepared by:

civTEC
999 Corporate Dr., Suite 100
Ladera Ranch, CA 92694
ph: 949.463.8822

************************** DESCRIPTION OF STUDY ************************** * VETERANS MEMORIAL PARK * * PROPOSED CONDITION * * 2-YEAR STORM EVENT * **************************************************************************

FILE NAME: VMP_P2.DAT
TIME/DATE OF STUDY: 15:04 11/17/2024
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 26.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0312 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 1.01 TO NODE 1.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 80
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 91.80
DOWNSTREAM ELEVATION(FEET) = 82.00
ELEVATION DIFFERENCE(FEET) = 9.80
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.309
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.721
SUBAREA RUNOFF(CFS) = 0.11
TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.11

…VMP - Hydrology & Hydraulic Report - Final.docx page 17

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
**************************************************************************** FLOW PROCESS FROM NODE 1.02 TO NODE 1.03 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 82.00 DOWNSTREAM(FEET) = 55.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 275.00 CHANNEL SLOPE = 0.0953 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.562
RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 84
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.82 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 7.40 AVERAGE FLOW DEPTH(FEET) = 0.33 TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 6.93
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 1.41 AREA-AVERAGE RUNOFF COEFFICIENT = 0.450
TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 1.52

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.42 FLOW VELOCITY(FEET/SEC.) = 8.53 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.03 = 375.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 1.03 TO NODE 1.04 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 54.70 DOWNSTREAM(FEET) = 54.30 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.29
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.52
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 6.98
LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.04 = 395.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 1.04 TO NODE 1.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 51.75 DOWNSTREAM(FEET) = 48.20 FLOW LENGTH(FEET) = 95.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.94
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.52
PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 7.18
LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.20 = 490.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 2.01 TO NODE 2.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 98
INITIAL SUBAREA FLOW-LENGTH(FEET) = 95.00
UPSTREAM ELEVATION(FEET) = 68.30
DOWNSTREAM ELEVATION(FEET) = 65.70

…VMP - Hydrology & Hydraulic Report - Final.docx page 18

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
ELEVATION DIFFERENCE(FEET) = 2.60
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.603
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 77.37
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.162
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 0.14
TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.14

**************************************************************************** FLOW PROCESS FROM NODE 2.02 TO NODE 2.03 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 62.50 DOWNSTREAM(FEET) = 54.30 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.011
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 4.000
DEPTH OF FLOW IN 4.0 INCH PIPE IS 1.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.14
ESTIMATED PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.14
PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 2.82
LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.03 = 175.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.162
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

RESIDENTIAL (2.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .4900 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 85
AREA-AVERAGE RUNOFF COEFFICIENT = 0.5513
SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.3 TOTAL RUNOFF(CFS) = 0.54 TC(MIN.) = 2.82

GENERAL INDUSTRIAL RUNOFF COEFFICIENT = .8700
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 97
AREA-AVERAGE RUNOFF COEFFICIENT = 0.7328
SUBAREA AREA(ACRES) = 0.41 SUBAREA RUNOFF(CFS) = 1.13 TOTAL AREA(ACRES) = 0.7 TOTAL RUNOFF(CFS) = 1.67 TC(MIN.) = 2.82

**************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 51.75 DOWNSTREAM(FEET) = 49.30 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.41

…VMP - Hydrology & Hydraulic Report - Final.docx page 19

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.67
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 2.94
LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.20 = 235.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 3.01 TO NODE 3.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 268.00
DOWNSTREAM ELEVATION(FEET) = 258.00
ELEVATION DIFFERENCE(FEET) = 10.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.733
SUBAREA RUNOFF(CFS) = 0.11
TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.11

**************************************************************************** FLOW PROCESS FROM NODE 3.02 TO NODE 3.03 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 258.00 DOWNSTREAM(FEET) = 87.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 1815.00 CHANNEL SLOPE = 0.0939 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.11
FLOW VELOCITY(FEET/SEC) = 4.60 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.58 Tc(MIN.) = 12.85
LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.03 = 1915.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 3.03 TO NODE 3.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.720
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 18.38 SUBAREA RUNOFF(CFS) = 11.07 TOTAL AREA(ACRES) = 18.5 TOTAL RUNOFF(CFS) = 11.13 TC(MIN.) = 12.85

**************************************************************************** FLOW PROCESS FROM NODE 3.03 TO NODE 3.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 82.50 DOWNSTREAM(FEET) = 45.50 FLOW LENGTH(FEET) = 715.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 13.75
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.13
PIPE TRAVEL TIME(MIN.) = 0.87 Tc(MIN.) = 13.71
LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.20 = 2630.00 FEET.

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

…VMP - Hydrology & Hydraulic Report - Final.docx page 20

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================

**************************************************************************** FLOW PROCESS FROM NODE 3.04 TO NODE 3.05 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 80
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 216.90
DOWNSTREAM ELEVATION(FEET) = 206.00
ELEVATION DIFFERENCE(FEET) = 10.90
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.733
SUBAREA RUNOFF(CFS) = 0.23
TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 0.23

**************************************************************************** FLOW PROCESS FROM NODE 3.05 TO NODE 3.06 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 206.00 DOWNSTREAM(FEET) = 190.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 175.00 CHANNEL SLOPE = 0.0914 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.602
LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 80
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.38 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.86 AVERAGE FLOW DEPTH(FEET) = 0.25 TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 6.76
SUBAREA AREA(ACRES) = 0.33 SUBAREA RUNOFF(CFS) = 0.30 AREA-AVERAGE RUNOFF COEFFICIENT = 0.350
TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 0.52

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.29 FLOW VELOCITY(FEET/SEC.) = 6.38 LONGEST FLOWPATH FROM NODE 3.04 TO NODE 3.06 = 275.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 3.06 TO NODE 3.07 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 187.00 DOWNSTREAM(FEET) = 54.80 FLOW LENGTH(FEET) = 1085.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.32
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.52
PIPE TRAVEL TIME(MIN.) = 1.94 Tc(MIN.) = 8.70
LONGEST FLOWPATH FROM NODE 3.04 TO NODE 3.07 = 1360.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 3.07 TO NODE 3.07 IS CODE = 81 ----------------------------------------------------------------------------

…VMP - Hydrology & Hydraulic Report - Final.docx page 21

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.211
RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 84
AREA-AVERAGE RUNOFF COEFFICIENT = 0.4565
SUBAREA AREA(ACRES) = 17.55 SUBAREA RUNOFF(CFS) = 17.85 TOTAL AREA(ACRES) = 18.1 TOTAL RUNOFF(CFS) = 18.29 TC(MIN.) = 8.70

**************************************************************************** FLOW PROCESS FROM NODE 3.07 TO NODE 3.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 52.25 DOWNSTREAM(FEET) = 45.50 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 20.29
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.29
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 8.77
LONGEST FLOWPATH FROM NODE 3.04 TO NODE 3.20 = 1435.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 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 18.29 8.77 2.201 18.12
LONGEST FLOWPATH FROM NODE 3.04 TO NODE 3.20 = 1435.00 FEET.

** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 11.13 13.71 1.649 18.49
LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.20 = 2630.00 FEET.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 25.41 8.77 2.201
2 24.84 13.71 1.649

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 25.41 Tc(MIN.) = 8.77
TOTAL AREA(ACRES) = 36.6

**************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================

**************************************************************************** FLOW PROCESS FROM NODE 4.01 TO NODE 4.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"

…VMP - Hydrology & Hydraulic Report - Final.docx page 22

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 204.00
DOWNSTREAM ELEVATION(FEET) = 178.00
ELEVATION DIFFERENCE(FEET) = 26.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.733
SUBAREA RUNOFF(CFS) = 0.11
TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.11

**************************************************************************** FLOW PROCESS FROM NODE 4.02 TO NODE 4.03 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 178.00 DOWNSTREAM(FEET) = 113.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 275.00 CHANNEL SLOPE = 0.2364 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.11
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.97 Tc(MIN.) = 7.23
LONGEST FLOWPATH FROM NODE 4.01 TO NODE 4.03 = 375.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 4.03 TO NODE 4.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.492
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 0.84 SUBAREA RUNOFF(CFS) = 0.73 TOTAL AREA(ACRES) = 0.9 TOTAL RUNOFF(CFS) = 0.83 TC(MIN.) = 7.23

**************************************************************************** FLOW PROCESS FROM NODE 4.03 TO NODE 4.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 105.30 DOWNSTREAM(FEET) = 94.00 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.04
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.83
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 7.31
LONGEST FLOWPATH FROM NODE 4.01 TO NODE 4.20 = 430.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.01 TO NODE 5.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 309.00
DOWNSTREAM ELEVATION(FEET) = 280.00
ELEVATION DIFFERENCE(FEET) = 29.00

…VMP - Hydrology & Hydraulic Report - Final.docx page 23

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.733
SUBAREA RUNOFF(CFS) = 0.29
TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.29

**************************************************************************** FLOW PROCESS FROM NODE 5.02 TO NODE 5.03 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 280.00 DOWNSTREAM(FEET) = 110.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1140.00 CHANNEL SLOPE = 0.1491 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.29
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.01 Tc(MIN.) = 10.27
LONGEST FLOWPATH FROM NODE 5.01 TO NODE 5.03 = 1240.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.03 TO NODE 5.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.987
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 15.58 SUBAREA RUNOFF(CFS) = 10.84 TOTAL AREA(ACRES) = 15.9 TOTAL RUNOFF(CFS) = 11.04 TC(MIN.) = 10.27

**************************************************************************** FLOW PROCESS FROM NODE 5.03 TO NODE 5.04 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 106.80 DOWNSTREAM(FEET) = 105.30 FLOW LENGTH(FEET) = 105.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.39
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.04
PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 10.48
LONGEST FLOWPATH FROM NODE 5.01 TO NODE 5.04 = 1345.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.04 TO NODE 5.04 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================

**************************************************************************** FLOW PROCESS FROM NODE 5.05 TO NODE 5.06 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 313.00
DOWNSTREAM ELEVATION(FEET) = 285.00

…VMP - Hydrology & Hydraulic Report - Final.docx page 24

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
ELEVATION DIFFERENCE(FEET) = 28.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.733
SUBAREA RUNOFF(CFS) = 0.34
TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) = 0.34

**************************************************************************** FLOW PROCESS FROM NODE 5.06 TO NODE 5.07 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 285.00 DOWNSTREAM(FEET) = 123.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 1170.00 CHANNEL SLOPE = 0.1378 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.34
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.11 Tc(MIN.) = 10.38
LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.07 = 1270.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.07 TO NODE 5.07 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.974
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 11.86 SUBAREA RUNOFF(CFS) = 8.19 TOTAL AREA(ACRES) = 12.2 TOTAL RUNOFF(CFS) = 8.44 TC(MIN.) = 10.38

**************************************************************************** FLOW PROCESS FROM NODE 5.07 TO NODE 5.04 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 117.30 DOWNSTREAM(FEET) = 105.30 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 15.03
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.44
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 10.54
LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.04 = 1420.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.04 TO NODE 5.04 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 8.44 10.54 1.954 12.22
LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.04 = 1420.00 FEET.

** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 11.04 10.48 1.962 15.88

…VMP - Hydrology & Hydraulic Report - Final.docx page 25

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
LONGEST FLOWPATH FROM NODE 5.01 TO NODE 5.04 = 1345.00 FEET.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 19.44 10.48 1.962
2 19.45 10.54 1.954

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 19.45 Tc(MIN.) = 10.54
TOTAL AREA(ACRES) = 28.1

**************************************************************************** FLOW PROCESS FROM NODE 5.04 TO NODE 5.04 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================

**************************************************************************** FLOW PROCESS FROM NODE 5.04 TO NODE 5.08 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 105.10 DOWNSTREAM(FEET) = 89.90 FLOW LENGTH(FEET) = 490.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.60
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.45
PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 11.19
LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.08 = 1910.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.08 TO NODE 5.08 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================

**************************************************************************** FLOW PROCESS FROM NODE 5.09 TO NODE 5.10 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 80
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 247.40
DOWNSTREAM ELEVATION(FEET) = 218.00
ELEVATION DIFFERENCE(FEET) = 29.40
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.733
SUBAREA RUNOFF(CFS) = 0.15
TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.15

**************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 5.11 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 218.00 DOWNSTREAM(FEET) = 103.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 780.00 CHANNEL SLOPE = 0.1468 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION

…VMP - Hydrology & Hydraulic Report - Final.docx page 26

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
CHANNEL FLOW THRU SUBAREA(CFS) = 0.15
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.74 Tc(MIN.) = 9.01
LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.11 = 880.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.11 TO NODE 5.11 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.163
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 7.77 SUBAREA RUNOFF(CFS) = 5.88 TOTAL AREA(ACRES) = 7.9 TOTAL RUNOFF(CFS) = 6.00 TC(MIN.) = 9.01

**************************************************************************** FLOW PROCESS FROM NODE 5.11 TO NODE 5.12 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 99.00 DOWNSTREAM(FEET) = 98.00 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.78
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.00
PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 9.16
LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.12 = 950.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.12 TO NODE 5.12 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================

**************************************************************************** FLOW PROCESS FROM NODE 5.13 TO NODE 5.14 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 173.00
DOWNSTREAM ELEVATION(FEET) = 153.00
ELEVATION DIFFERENCE(FEET) = 20.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.733
SUBAREA RUNOFF(CFS) = 0.11
TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.11

**************************************************************************** FLOW PROCESS FROM NODE 5.14 TO NODE 5.15 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 153.00 DOWNSTREAM(FEET) = 108.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 235.00 CHANNEL SLOPE = 0.1894 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION

…VMP - Hydrology & Hydraulic Report - Final.docx page 27

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.11
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 7.09
LONGEST FLOWPATH FROM NODE 5.13 TO NODE 5.15 = 335.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.15 TO NODE 5.15 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.523
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 0.48 SUBAREA RUNOFF(CFS) = 0.42 TOTAL AREA(ACRES) = 0.6 TOTAL RUNOFF(CFS) = 0.53 TC(MIN.) = 7.09

**************************************************************************** FLOW PROCESS FROM NODE 5.15 TO NODE 5.12 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 103.00 DOWNSTREAM(FEET) = 98.00 FLOW LENGTH(FEET) = 135.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.05
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.53
PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 7.46
LONGEST FLOWPATH FROM NODE 5.13 TO NODE 5.12 = 470.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.12 TO NODE 5.12 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================

** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 0.53 7.46 2.442 0.60
LONGEST FLOWPATH FROM NODE 5.13 TO NODE 5.12 = 470.00 FEET.

** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 6.00 9.16 2.140 7.93
LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.12 = 950.00 FEET.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 5.42 7.46 2.442
2 6.47 9.16 2.140

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 6.47 Tc(MIN.) = 9.16
TOTAL AREA(ACRES) = 8.5

**************************************************************************** FLOW PROCESS FROM NODE 5.12 TO NODE 5.12 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<<

…VMP - Hydrology & Hydraulic Report - Final.docx page 28

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
============================================================================

**************************************************************************** FLOW PROCESS FROM NODE 5.12 TO NODE 5.08 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 98.00 DOWNSTREAM(FEET) = 89.90 FLOW LENGTH(FEET) = 325.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.41
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.47
PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 9.73
LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.08 = 1275.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.08 TO NODE 5.08 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 6.47 9.73 2.057 8.53
LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.08 = 1275.00 FEET.

** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 19.45 11.19 1.880 28.10
LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.08 = 1910.00 FEET.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 23.38 9.73 2.057
2 25.36 11.19 1.880

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 25.36 Tc(MIN.) = 11.19
TOTAL AREA(ACRES) = 36.6

**************************************************************************** FLOW PROCESS FROM NODE 5.08 TO NODE 5.08 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================

**************************************************************************** FLOW PROCESS FROM NODE 5.08 TO NODE 5.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 90.00 DOWNSTREAM(FEET) = 72.60 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 22.92
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.36
PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 11.30
LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.20 = 2060.00 FEET.

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

…VMP - Hydrology & Hydraulic Report - Final.docx page 29

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================

**************************************************************************** FLOW PROCESS FROM NODE 5.16 TO NODE 5.17 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 80
INITIAL SUBAREA FLOW-LENGTH(FEET) = 170.00
UPSTREAM ELEVATION(FEET) = 155.00
DOWNSTREAM ELEVATION(FEET) = 129.50
ELEVATION DIFFERENCE(FEET) = 25.50
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
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! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.733
SUBAREA RUNOFF(CFS) = 0.12
TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.12

**************************************************************************** FLOW PROCESS FROM NODE 5.17 TO NODE 5.18 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 126.50 DOWNSTREAM(FEET) = 81.30 FLOW LENGTH(FEET) = 550.00 MANNING'S N = 0.011
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 4.000
DEPTH OF FLOW IN 4.0 INCH PIPE IS 1.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.55
ESTIMATED PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.12
PIPE TRAVEL TIME(MIN.) = 1.65 Tc(MIN.) = 7.92
LONGEST FLOWPATH FROM NODE 5.16 TO NODE 5.18 = 720.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.18 TO NODE 5.18 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.350
RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 82
AREA-AVERAGE RUNOFF COEFFICIENT = 0.4093
SUBAREA AREA(ACRES) = 10.78 SUBAREA RUNOFF(CFS) = 10.39 TOTAL AREA(ACRES) = 10.9 TOTAL RUNOFF(CFS) = 10.50 TC(MIN.) = 7.92

**************************************************************************** FLOW PROCESS FROM NODE 5.18 TO NODE 5.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 78.80 DOWNSTREAM(FEET) = 72.60 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 15.64
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1

…VMP - Hydrology & Hydraulic Report - Final.docx page 30

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
PIPE-FLOW(CFS) = 10.50
PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 8.01
LONGEST FLOWPATH FROM NODE 5.16 TO NODE 5.20 = 810.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 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 10.50 8.01 2.332 10.91
LONGEST FLOWPATH FROM NODE 5.16 TO NODE 5.20 = 810.00 FEET.

** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 25.36 11.30 1.869 36.63
LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.20 = 2060.00 FEET.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 28.48 8.01 2.332
2 33.76 11.30 1.869

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 33.76 Tc(MIN.) = 11.30
TOTAL AREA(ACRES) = 47.5

**************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================

**************************************************************************** FLOW PROCESS FROM NODE 5.31 TO NODE 5.32 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8200
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 95
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 126.90
DOWNSTREAM ELEVATION(FEET) = 126.10
ELEVATION DIFFERENCE(FEET) = 0.80
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.063
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 56.00
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.162
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 0.26
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.26

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

…VMP - Hydrology & Hydraulic Report - Final.docx page 31

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
FLOW PROCESS FROM NODE 5.32 TO NODE 5.33 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 126.10 DOWNSTREAM ELEVATION(FEET) = 95.70 STREET LENGTH(FEET) = 1325.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 26.00

DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 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) = 2.85 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.30
HALFSTREET FLOOD WIDTH(FEET) = 8.83
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.18
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.96
STREET FLOW TRAVEL TIME(MIN.) = 6.95 Tc(MIN.) = 11.02 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.899
RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 92
AREA-AVERAGE RUNOFF COEFFICIENT = 0.713
SUBAREA AREA(ACRES) = 3.65 SUBAREA RUNOFF(CFS) = 4.92 TOTAL AREA(ACRES) = 3.8 PEAK FLOW RATE(CFS) = 5.08

END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.33 FLOW VELOCITY(FEET/SEC.) = 3.62 DEPTH*VELOCITY(FT*FT/SEC.) = 1.28 LONGEST FLOWPATH FROM NODE 5.31 TO NODE 5.33 = 1425.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.33 TO NODE 5.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 86.00 DOWNSTREAM(FEET) = 72.60 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 14.23
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.08
PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 11.12
LONGEST FLOWPATH FROM NODE 5.31 TO NODE 5.20 = 1510.00 FEET.

** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 5.08 11.12 1.888 3.75
LONGEST FLOWPATH FROM NODE 5.31 TO NODE 5.20 = 1510.00 FEET.

** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA

…VMP - Hydrology & Hydraulic Report - Final.docx page 32

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 33.76 11.30 1.869 47.54
LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.20 = 2060.00 FEET.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 38.29 11.12 1.888
2 38.79 11.30 1.869

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 38.79 Tc(MIN.) = 11.30
TOTAL AREA(ACRES) = 51.3

**************************************************************************** FLOW PROCESS FROM NODE 6.01 TO NODE 6.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 80
INITIAL SUBAREA FLOW-LENGTH(FEET) = 145.00
UPSTREAM ELEVATION(FEET) = 160.00
DOWNSTREAM ELEVATION(FEET) = 129.50
ELEVATION DIFFERENCE(FEET) = 30.50
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
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! 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.733
SUBAREA RUNOFF(CFS) = 0.16
TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.16

**************************************************************************** FLOW PROCESS FROM NODE 6.02 TO NODE 6.03 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 126.00 DOWNSTREAM(FEET) = 108.30 FLOW LENGTH(FEET) = 415.00 MANNING'S N = 0.011
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 4.000
DEPTH OF FLOW IN 4.0 INCH PIPE IS 1.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.77
ESTIMATED PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.16
PIPE TRAVEL TIME(MIN.) = 1.45 Tc(MIN.) = 7.72
LONGEST FLOWPATH FROM NODE 6.01 TO NODE 6.03 = 560.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 6.03 TO NODE 6.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.390
RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 82
AREA-AVERAGE RUNOFF COEFFICIENT = 0.4026

…VMP - Hydrology & Hydraulic Report - Final.docx page 33

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 1.18 TOTAL AREA(ACRES) = 1.4 TOTAL RUNOFF(CFS) = 1.32 TC(MIN.) = 7.72

**************************************************************************** FLOW PROCESS FROM NODE 6.03 TO NODE 6.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 105.80 DOWNSTREAM(FEET) = 102.50 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.84
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.32
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 7.77
LONGEST FLOWPATH FROM NODE 6.01 TO NODE 6.20 = 595.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 7.01 TO NODE 7.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 233.00
DOWNSTREAM ELEVATION(FEET) = 226.00
ELEVATION DIFFERENCE(FEET) = 7.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.058
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.531
SUBAREA RUNOFF(CFS) = 0.13
TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.13

**************************************************************************** FLOW PROCESS FROM NODE 7.02 TO NODE 7.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 226.00 DOWNSTREAM(FEET) = 111.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 1000.00 CHANNEL SLOPE = 0.1144 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.13
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.51 Tc(MIN.) = 10.57
LONGEST FLOWPATH FROM NODE 7.01 TO NODE 7.20 = 1100.00 FEET.

END OF RATIONAL METHOD ANALYSIS

…VMP - Hydrology & Hydraulic Report - Final.docx page 34

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
Existing 25-Year Storm Event Hydrology

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

Analysis prepared by:

civTEC
999 Corporate Dr., Suite 100
Ladera Ranch, CA 92694
ph: 949.463.8822

************************** DESCRIPTION OF STUDY ************************** * VETERANS MEMORIAL PARK * * EXISTING CONDITION * * 25-YEAR STORM EVENT * **************************************************************************

FILE NAME: VMP_E25.DAT
TIME/DATE OF STUDY: 14:08 11/17/2024
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA

USER SPECIFIED STORM EVENT(YEAR) = 25.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.100
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
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 26.0 12.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.167 0.0150

GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 1.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*

**************************************************************************** FLOW PROCESS FROM NODE 1.10 TO NODE 1.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 108.00
DOWNSTREAM ELEVATION(FEET) = 93.00
ELEVATION DIFFERENCE(FEET) = 15.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.783
SUBAREA RUNOFF(CFS) = 0.20

…VMP - Hydrology & Hydraulic Report - Final.docx page 35

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.20

**************************************************************************** FLOW PROCESS FROM NODE 1.15 TO NODE 1.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 93.00 DOWNSTREAM(FEET) = 48.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 525.00 CHANNEL SLOPE = 0.0853 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.20
FLOW VELOCITY(FEET/SEC) = 4.38 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.00 Tc(MIN.) = 8.26
LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.20 = 625.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 1.20 TO NODE 1.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.001
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 3.36 TOTAL AREA(ACRES) = 2.5 TOTAL RUNOFF(CFS) = 3.53 TC(MIN.) = 8.26

**************************************************************************** FLOW PROCESS FROM NODE 2.10 TO NODE 2.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 115.00
DOWNSTREAM ELEVATION(FEET) = 91.00
ELEVATION DIFFERENCE(FEET) = 24.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.783
SUBAREA RUNOFF(CFS) = 0.10
TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.10

**************************************************************************** FLOW PROCESS FROM NODE 2.15 TO NODE 2.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 91.00 DOWNSTREAM(FEET) = 49.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 640.00 CHANNEL SLOPE = 0.0652 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.10
FLOW VELOCITY(FEET/SEC) = 3.83 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.79 Tc(MIN.) = 9.05
LONGEST FLOWPATH FROM NODE 2.10 TO NODE 2.20 = 740.00 FEET.

…VMP - Hydrology & Hydraulic Report - Final.docx page 36

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.773
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 1.98 TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 2.06 TC(MIN.) = 9.05

**************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 268.00
DOWNSTREAM ELEVATION(FEET) = 258.00
ELEVATION DIFFERENCE(FEET) = 10.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.783
SUBAREA RUNOFF(CFS) = 0.18
TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.18

**************************************************************************** FLOW PROCESS FROM NODE 3.15 TO NODE 3.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 258.00 DOWNSTREAM(FEET) = 45.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 2365.00 CHANNEL SLOPE = 0.0899 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.18
FLOW VELOCITY(FEET/SEC) = 4.50 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 8.77 Tc(MIN.) = 15.03
LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.20 = 2465.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.720
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 32.94 SUBAREA RUNOFF(CFS) = 31.36 TOTAL AREA(ACRES) = 33.0 TOTAL RUNOFF(CFS) = 31.47 TC(MIN.) = 15.03

…VMP - Hydrology & Hydraulic Report - Final.docx page 37

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.783
SUBAREA RUNOFF(CFS) = 0.18
TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.18

**************************************************************************** FLOW PROCESS FROM NODE 4.15 TO NODE 4.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 186.00 DOWNSTREAM(FEET) = 94.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 340.00 CHANNEL SLOPE = 0.2706 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.18
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.19 Tc(MIN.) = 7.46
LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.20 = 440.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 4.20 TO NODE 4.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.274
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 1.35 TOTAL AREA(ACRES) = 1.0 TOTAL RUNOFF(CFS) = 1.51 TC(MIN.) = 7.46

**************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 5.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 309.00
DOWNSTREAM ELEVATION(FEET) = 280.00
ELEVATION DIFFERENCE(FEET) = 29.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.783
SUBAREA RUNOFF(CFS) = 0.50
TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.50

**************************************************************************** FLOW PROCESS FROM NODE 5.15 TO NODE 5.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 280.00 DOWNSTREAM(FEET) = 72.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 1735.00 CHANNEL SLOPE = 0.1195 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.50
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.10 Tc(MIN.) = 12.36
LONGEST FLOWPATH FROM NODE 5.10 TO NODE 5.20 = 1835.00 FEET.

…VMP - Hydrology & Hydraulic Report - Final.docx page 38

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS

**************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.086
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 46.45 SUBAREA RUNOFF(CFS) = 50.17 TOTAL AREA(ACRES) = 46.8 TOTAL RUNOFF(CFS) = 50.49 TC(MIN.) = 12.36

**************************************************************************** FLOW PROCESS FROM NODE 5.30 TO NODE 5.35 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ LIMITED INDUSTRIAL RUNOFF COEFFICIENT = .8500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 96
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 126.90
DOWNSTREAM ELEVATION(FEET) = 126.10
ELEVATION DIFFERENCE(FEET) = 0.80
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.627
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 56.00
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.533
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 0.47
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.47

**************************************************************************** FLOW PROCESS FROM NODE 5.35 TO NODE 5.40 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 126.10 DOWNSTREAM ELEVATION(FEET) = 95.70 STREET LENGTH(FEET) = 1325.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 26.00

DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020

**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.39 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.41
HALFSTREET FLOOD WIDTH(FEET) = 12.29
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.85

…VMP - Hydrology & Hydraulic Report - Final.docx page 39

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.59
STREET FLOW TRAVEL TIME(MIN.) = 5.74 Tc(MIN.) = 9.37 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.690
RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 92
AREA-AVERAGE RUNOFF COEFFICIENT = 0.713
SUBAREA AREA(ACRES) = 4.30 SUBAREA RUNOFF(CFS) = 11.27 TOTAL AREA(ACRES) = 4.4 PEAK FLOW RATE(CFS) = 11.58

END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 15.64 FLOW VELOCITY(FEET/SEC.) = 4.46 DEPTH*VELOCITY(FT*FT/SEC.) = 2.15 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1325.0 FT WITH ELEVATION-DROP = 30.4 FT, IS 16.9 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 5.40 LONGEST FLOWPATH FROM NODE 5.30 TO NODE 5.40 = 1425.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.40 TO NODE 5.50 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 86.00 DOWNSTREAM(FEET) = 84.00 FLOW LENGTH(FEET) = 82.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.88
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.58
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 9.51
LONGEST FLOWPATH FROM NODE 5.30 TO NODE 5.50 = 1507.00 FEET.

** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 11.58 9.51 3.655 4.40
LONGEST FLOWPATH FROM NODE 5.30 TO NODE 5.40 = 1507.00 FEET.

** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 50.49 12.36 3.086 46.75
LONGEST FLOWPATH FROM NODE 5.10 TO NODE 5.40 = 1835.00 FEET.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 50.41 9.51 3.655
2 60.27 12.36 3.086

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 60.27 Tc(MIN.) = 12.36
TOTAL AREA(ACRES) = 51.2

…VMP - Hydrology & Hydraulic Report - Final.docx page 40

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 158.00
DOWNSTREAM ELEVATION(FEET) = 148.00
ELEVATION DIFFERENCE(FEET) = 10.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.783
SUBAREA RUNOFF(CFS) = 0.20
TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.20

**************************************************************************** FLOW PROCESS FROM NODE 6.15 TO NODE 6.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 148.00 DOWNSTREAM(FEET) = 108.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 290.00 CHANNEL SLOPE = 0.1379 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.20
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.02 Tc(MIN.) = 7.29
LONGEST FLOWPATH FROM NODE 6.10 TO NODE 6.20 = 390.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 6.20 TO NODE 6.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.340
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 1.25 SUBAREA RUNOFF(CFS) = 1.90 TOTAL AREA(ACRES) = 1.4 TOTAL RUNOFF(CFS) = 2.08 TC(MIN.) = 7.29

**************************************************************************** FLOW PROCESS FROM NODE 7.10 TO NODE 7.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 233.00
DOWNSTREAM ELEVATION(FEET) = 226.00
ELEVATION DIFFERENCE(FEET) = 7.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.058
25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.430
SUBAREA RUNOFF(CFS) = 0.23
TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.23

…VMP - Hydrology & Hydraulic Report - Final.docx page 41

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.23
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.51 Tc(MIN.) = 10.57
LONGEST FLOWPATH FROM NODE 7.10 TO NODE 7.20 = 1100.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 7.20 TO NODE 7.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.414
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 7.02 SUBAREA RUNOFF(CFS) = 8.39 TOTAL AREA(ACRES) = 7.2 TOTAL RUNOFF(CFS) = 8.57 TC(MIN.) = 10.57
============================================================================

END OF RATIONAL METHOD ANALYSIS

…VMP - Hydrology & Hydraulic Report - Final.docx page 42

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS

Proposed 25-Year Storm Event Hydrology
____________________________________________________________________________ ____________________________________________________________________________ ****************************************************************************

Analysis prepared by:

civTEC
999 Corporate Dr., Suite 100
Ladera Ranch, CA 92694
ph: 949.463.8822

************************** DESCRIPTION OF STUDY ************************** * VETERANS MEMORIAL PARK * * PROPOSED CONDITION * * 25-YEAR STORM EVENT * **************************************************************************

FILE NAME: VMP_P25.DAT
TIME/DATE OF STUDY: 15:03 11/17/2024
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA

USER SPECIFIED STORM EVENT(YEAR) = 25.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.100
SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00
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 26.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0312 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 1.01 TO NODE 1.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 80
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 91.80
DOWNSTREAM ELEVATION(FEET) = 82.00
ELEVATION DIFFERENCE(FEET) = 9.80
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.309
25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.762
SUBAREA RUNOFF(CFS) = 0.20

…VMP - Hydrology & Hydraulic Report - Final.docx page 43

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.20

**************************************************************************** FLOW PROCESS FROM NODE 1.02 TO NODE 1.03 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 82.00 DOWNSTREAM(FEET) = 55.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 275.00 CHANNEL SLOPE = 0.0953 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.514
RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 84
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.44 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.39 AVERAGE FLOW DEPTH(FEET) = 0.41 TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 6.86
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.49 AREA-AVERAGE RUNOFF COEFFICIENT = 0.450
TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 2.68

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.52 FLOW VELOCITY(FEET/SEC.) = 9.85 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.03 = 375.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 1.03 TO NODE 1.04 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 54.70 DOWNSTREAM(FEET) = 54.30 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 9.0 INCH PIPE IS 7.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.94
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.68
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 6.90
LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.04 = 395.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 1.04 TO NODE 1.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 51.75 DOWNSTREAM(FEET) = 48.20 FLOW LENGTH(FEET) = 95.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.10
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.68
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 7.08
LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.20 = 490.00 FEET.

…VMP - Hydrology & Hydraulic Report - Final.docx page 44

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
UPSTREAM ELEVATION(FEET) = 68.30
DOWNSTREAM ELEVATION(FEET) = 65.70
ELEVATION DIFFERENCE(FEET) = 2.60
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.603
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 77.37
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.533
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 0.24
TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.24

**************************************************************************** FLOW PROCESS FROM NODE 2.02 TO NODE 2.03 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 62.50 DOWNSTREAM(FEET) = 54.30 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.011
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 4.000
DEPTH OF FLOW IN 4.0 INCH PIPE IS 1.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.26
ESTIMATED PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.24
PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 2.79
LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.03 = 175.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.533
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

RESIDENTIAL (2.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .4900 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 85
AREA-AVERAGE RUNOFF COEFFICIENT = 0.5513
SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 0.70 TOTAL AREA(ACRES) = 0.3 TOTAL RUNOFF(CFS) = 0.95 TC(MIN.) = 2.79

**************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.533
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

GENERAL INDUSTRIAL RUNOFF COEFFICIENT = .8700
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 97
AREA-AVERAGE RUNOFF COEFFICIENT = 0.7328
SUBAREA AREA(ACRES) = 0.41 SUBAREA RUNOFF(CFS) = 1.97 TOTAL AREA(ACRES) = 0.7 TOTAL RUNOFF(CFS) = 2.92 TC(MIN.) = 2.79

…VMP - Hydrology & Hydraulic Report - Final.docx page 45

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.59
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.92
PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 2.89
LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.20 = 235.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 3.01 TO NODE 3.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 268.00
DOWNSTREAM ELEVATION(FEET) = 258.00
ELEVATION DIFFERENCE(FEET) = 10.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.783
SUBAREA RUNOFF(CFS) = 0.18
TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.18

**************************************************************************** FLOW PROCESS FROM NODE 3.02 TO NODE 3.03 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 258.00 DOWNSTREAM(FEET) = 87.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 1815.00 CHANNEL SLOPE = 0.0939 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.18
FLOW VELOCITY(FEET/SEC) = 4.60 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.58 Tc(MIN.) = 12.85
LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.03 = 1915.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 3.03 TO NODE 3.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.010
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 18.38 SUBAREA RUNOFF(CFS) = 19.37 TOTAL AREA(ACRES) = 18.5 TOTAL RUNOFF(CFS) = 19.48 TC(MIN.) = 12.85

**************************************************************************** FLOW PROCESS FROM NODE 3.03 TO NODE 3.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 82.50 DOWNSTREAM(FEET) = 45.50 FLOW LENGTH(FEET) = 715.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 15.76
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.48
PIPE TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) = 13.60
LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.20 = 2630.00 FEET.

…VMP - Hydrology & Hydraulic Report - Final.docx page 46

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS

**************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================

**************************************************************************** FLOW PROCESS FROM NODE 3.04 TO NODE 3.05 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 80
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 216.90
DOWNSTREAM ELEVATION(FEET) = 206.00
ELEVATION DIFFERENCE(FEET) = 10.90
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.783
SUBAREA RUNOFF(CFS) = 0.40
TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 0.40

**************************************************************************** FLOW PROCESS FROM NODE 3.05 TO NODE 3.06 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 206.00 DOWNSTREAM(FEET) = 190.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 175.00 CHANNEL SLOPE = 0.0914 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.587
LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 80
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.67 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.94 AVERAGE FLOW DEPTH(FEET) = 0.31 TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 6.69
SUBAREA AREA(ACRES) = 0.33 SUBAREA RUNOFF(CFS) = 0.53 AREA-AVERAGE RUNOFF COEFFICIENT = 0.350
TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 0.92

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.35 FLOW VELOCITY(FEET/SEC.) = 7.55 LONGEST FLOWPATH FROM NODE 3.04 TO NODE 3.06 = 275.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 3.06 TO NODE 3.07 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 187.00 DOWNSTREAM(FEET) = 54.80 FLOW LENGTH(FEET) = 1085.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.85
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.92
PIPE TRAVEL TIME(MIN.) = 1.67 Tc(MIN.) = 8.35
LONGEST FLOWPATH FROM NODE 3.04 TO NODE 3.07 = 1360.00 FEET.

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

…VMP - Hydrology & Hydraulic Report - Final.docx page 47

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
FLOW PROCESS FROM NODE 3.07 TO NODE 3.07 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.974
RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 84
AREA-AVERAGE RUNOFF COEFFICIENT = 0.4565
SUBAREA AREA(ACRES) = 17.55 SUBAREA RUNOFF(CFS) = 32.08 TOTAL AREA(ACRES) = 18.1 TOTAL RUNOFF(CFS) = 32.87 TC(MIN.) = 8.35

**************************************************************************** FLOW PROCESS FROM NODE 3.07 TO NODE 3.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 52.25 DOWNSTREAM(FEET) = 45.50 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 23.26
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.87
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 8.41
LONGEST FLOWPATH FROM NODE 3.04 TO NODE 3.20 = 1435.00 FEET.

** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 32.87 8.41 3.957 18.12
LONGEST FLOWPATH FROM NODE 3.04 TO NODE 3.20 = 1435.00 FEET.

** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 19.48 13.60 2.901 18.49
LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.20 = 2630.00 FEET.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 44.91 8.41 3.957
2 43.58 13.60 2.901

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 44.91 Tc(MIN.) = 8.41
TOTAL AREA(ACRES) = 36.6

…VMP - Hydrology & Hydraulic Report - Final.docx page 48

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 204.00
DOWNSTREAM ELEVATION(FEET) = 178.00
ELEVATION DIFFERENCE(FEET) = 26.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.783
SUBAREA RUNOFF(CFS) = 0.18
TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.18

**************************************************************************** FLOW PROCESS FROM NODE 4.02 TO NODE 4.03 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 178.00 DOWNSTREAM(FEET) = 113.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 275.00 CHANNEL SLOPE = 0.2364 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.18
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.97 Tc(MIN.) = 7.23
LONGEST FLOWPATH FROM NODE 4.01 TO NODE 4.03 = 375.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 4.03 TO NODE 4.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.361
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 0.84 SUBAREA RUNOFF(CFS) = 1.28 TOTAL AREA(ACRES) = 0.9 TOTAL RUNOFF(CFS) = 1.45 TC(MIN.) = 7.23

**************************************************************************** FLOW PROCESS FROM NODE 4.03 TO NODE 4.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 105.30 DOWNSTREAM(FEET) = 94.00 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 13.92
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.45
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 7.30
LONGEST FLOWPATH FROM NODE 4.01 TO NODE 4.20 = 430.00 FEET.

…VMP - Hydrology & Hydraulic Report - Final.docx page 49

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
DOWNSTREAM ELEVATION(FEET) = 280.00
ELEVATION DIFFERENCE(FEET) = 29.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.783
SUBAREA RUNOFF(CFS) = 0.50
TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.50

**************************************************************************** FLOW PROCESS FROM NODE 5.02 TO NODE 5.03 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 280.00 DOWNSTREAM(FEET) = 110.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1140.00 CHANNEL SLOPE = 0.1491 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.50
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.01 Tc(MIN.) = 10.27
LONGEST FLOWPATH FROM NODE 5.01 TO NODE 5.03 = 1240.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.03 TO NODE 5.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.478
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 15.58 SUBAREA RUNOFF(CFS) = 18.96 TOTAL AREA(ACRES) = 15.9 TOTAL RUNOFF(CFS) = 19.33 TC(MIN.) = 10.27

**************************************************************************** FLOW PROCESS FROM NODE 5.03 TO NODE 5.04 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 106.80 DOWNSTREAM(FEET) = 105.30 FLOW LENGTH(FEET) = 105.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.47
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.33
PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 10.46
LONGEST FLOWPATH FROM NODE 5.01 TO NODE 5.04 = 1345.00 FEET.

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2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
UPSTREAM ELEVATION(FEET) = 313.00
DOWNSTREAM ELEVATION(FEET) = 285.00
ELEVATION DIFFERENCE(FEET) = 28.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.783
SUBAREA RUNOFF(CFS) = 0.60
TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) = 0.60

**************************************************************************** FLOW PROCESS FROM NODE 5.06 TO NODE 5.07 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 285.00 DOWNSTREAM(FEET) = 123.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 1170.00 CHANNEL SLOPE = 0.1378 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.60
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.11 Tc(MIN.) = 10.38
LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.07 = 1270.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.07 TO NODE 5.07 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.455
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 11.86 SUBAREA RUNOFF(CFS) = 14.34 TOTAL AREA(ACRES) = 12.2 TOTAL RUNOFF(CFS) = 14.78 TC(MIN.) = 10.38

**************************************************************************** FLOW PROCESS FROM NODE 5.07 TO NODE 5.04 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 117.30 DOWNSTREAM(FEET) = 105.30 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 17.33
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.78
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 10.52
LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.04 = 1420.00 FEET.

** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 14.78 10.52 3.424 12.22
LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.04 = 1420.00 FEET.

** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA

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2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 19.33 10.46 3.438 15.88
LONGEST FLOWPATH FROM NODE 5.01 TO NODE 5.04 = 1345.00 FEET.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 34.01 10.46 3.438
2 34.03 10.52 3.424

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 34.03 Tc(MIN.) = 10.52
TOTAL AREA(ACRES) = 28.1

**************************************************************************** FLOW PROCESS FROM NODE 5.04 TO NODE 5.08 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 105.10 DOWNSTREAM(FEET) = 89.90 FLOW LENGTH(FEET) = 490.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 14.91
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 34.03
PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 11.07
LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.08 = 1910.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.09 TO NODE 5.10 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 80
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 247.40
DOWNSTREAM ELEVATION(FEET) = 218.00
ELEVATION DIFFERENCE(FEET) = 29.40
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.783
SUBAREA RUNOFF(CFS) = 0.27
TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.27

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2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.27
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.74 Tc(MIN.) = 9.01
LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.11 = 880.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.11 TO NODE 5.11 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.785
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 7.77 SUBAREA RUNOFF(CFS) = 10.29 TOTAL AREA(ACRES) = 7.9 TOTAL RUNOFF(CFS) = 10.51 TC(MIN.) = 9.01

**************************************************************************** FLOW PROCESS FROM NODE 5.11 TO NODE 5.12 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 99.00 DOWNSTREAM(FEET) = 98.00 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.92
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.51
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 9.14
LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.12 = 950.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.13 TO NODE 5.14 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 173.00
DOWNSTREAM ELEVATION(FEET) = 153.00
ELEVATION DIFFERENCE(FEET) = 20.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.783
SUBAREA RUNOFF(CFS) = 0.20
TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.20

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2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
CHANNEL LENGTH THRU SUBAREA(FEET) = 235.00 CHANNEL SLOPE = 0.1894 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.20
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 7.09
LONGEST FLOWPATH FROM NODE 5.13 TO NODE 5.15 = 335.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.15 TO NODE 5.15 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.416
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 0.48 SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 0.6 TOTAL RUNOFF(CFS) = 0.93 TC(MIN.) = 7.09

**************************************************************************** FLOW PROCESS FROM NODE 5.15 TO NODE 5.12 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 103.00 DOWNSTREAM(FEET) = 98.00 FLOW LENGTH(FEET) = 135.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.97
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.93
PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 7.42
LONGEST FLOWPATH FROM NODE 5.13 TO NODE 5.12 = 470.00 FEET.

** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 0.93 7.42 4.291 0.60
LONGEST FLOWPATH FROM NODE 5.13 TO NODE 5.12 = 470.00 FEET.

** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 10.51 9.14 3.750 7.93
LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.12 = 950.00 FEET.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 9.45 7.42 4.291
2 11.32 9.14 3.750

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 11.32 Tc(MIN.) = 9.14
TOTAL AREA(ACRES) = 8.5

**************************************************************************** FLOW PROCESS FROM NODE 5.12 TO NODE 5.12 IS CODE = 12

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2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================

**************************************************************************** FLOW PROCESS FROM NODE 5.12 TO NODE 5.08 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 98.00 DOWNSTREAM(FEET) = 89.90 FLOW LENGTH(FEET) = 325.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.90
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.32
PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 9.63
LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.08 = 1275.00 FEET.

** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 11.32 9.63 3.624 8.53
LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.08 = 1275.00 FEET.

** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 34.03 11.07 3.314 28.10
LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.08 = 1910.00 FEET.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 40.93 9.63 3.624
2 44.37 11.07 3.314

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 44.37 Tc(MIN.) = 11.07
TOTAL AREA(ACRES) = 36.6

**************************************************************************** FLOW PROCESS FROM NODE 5.08 TO NODE 5.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 90.00 DOWNSTREAM(FEET) = 72.60 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 26.19
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 44.37
PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 11.17
LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.20 = 2060.00 FEET.

…VMP - Hydrology & Hydraulic Report - Final.docx page 55

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS

**************************************************************************** FLOW PROCESS FROM NODE 5.16 TO NODE 5.17 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 80
INITIAL SUBAREA FLOW-LENGTH(FEET) = 170.00
UPSTREAM ELEVATION(FEET) = 155.00
DOWNSTREAM ELEVATION(FEET) = 129.50
ELEVATION DIFFERENCE(FEET) = 25.50
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
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! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.783
SUBAREA RUNOFF(CFS) = 0.22
TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.22

**************************************************************************** FLOW PROCESS FROM NODE 5.17 TO NODE 5.18 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 126.50 DOWNSTREAM(FEET) = 81.30 FLOW LENGTH(FEET) = 550.00 MANNING'S N = 0.011
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 4.000
DEPTH OF FLOW IN 4.0 INCH PIPE IS 1.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.56
ESTIMATED PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.22
PIPE TRAVEL TIME(MIN.) = 1.40 Tc(MIN.) = 7.66
LONGEST FLOWPATH FROM NODE 5.16 TO NODE 5.18 = 720.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.18 TO NODE 5.18 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.201
RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 82
AREA-AVERAGE RUNOFF COEFFICIENT = 0.4093
SUBAREA AREA(ACRES) = 10.78 SUBAREA RUNOFF(CFS) = 18.57 TOTAL AREA(ACRES) = 10.9 TOTAL RUNOFF(CFS) = 18.76 TC(MIN.) = 7.66

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2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
PIPE-FLOW VELOCITY(FEET/SEC.) = 18.12
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.76
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 7.75
LONGEST FLOWPATH FROM NODE 5.16 TO NODE 5.20 = 810.00 FEET.

** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 18.76 7.75 4.172 10.91
LONGEST FLOWPATH FROM NODE 5.16 TO NODE 5.20 = 810.00 FEET.

** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 44.37 11.17 3.295 36.63
LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.20 = 2060.00 FEET.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 49.54 7.75 4.172
2 59.19 11.17 3.295

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 59.19 Tc(MIN.) = 11.17
TOTAL AREA(ACRES) = 47.5

**************************************************************************** FLOW PROCESS FROM NODE 5.31 TO NODE 5.32 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8200
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 95
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 126.90
DOWNSTREAM ELEVATION(FEET) = 126.10
ELEVATION DIFFERENCE(FEET) = 0.80
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.063
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 56.00
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.533
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 0.45
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.45

…VMP - Hydrology & Hydraulic Report - Final.docx page 57

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS

**************************************************************************** FLOW PROCESS FROM NODE 5.32 TO NODE 5.33 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 126.10 DOWNSTREAM ELEVATION(FEET) = 95.70 STREET LENGTH(FEET) = 1325.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 26.00

DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020

**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.23 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.36
HALFSTREET FLOOD WIDTH(FEET) = 11.44
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.66
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.30
STREET FLOW TRAVEL TIME(MIN.) = 6.03 Tc(MIN.) = 10.09 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.518
RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 92
AREA-AVERAGE RUNOFF COEFFICIENT = 0.713
SUBAREA AREA(ACRES) = 3.65 SUBAREA RUNOFF(CFS) = 9.12 TOTAL AREA(ACRES) = 3.8 PEAK FLOW RATE(CFS) = 9.40

END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.56 FLOW VELOCITY(FEET/SEC.) = 4.20 DEPTH*VELOCITY(FT*FT/SEC.) = 1.75 LONGEST FLOWPATH FROM NODE 5.31 TO NODE 5.33 = 1425.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.33 TO NODE 5.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 86.00 DOWNSTREAM(FEET) = 72.60 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 16.85
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.40
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 10.17
LONGEST FLOWPATH FROM NODE 5.31 TO NODE 5.20 = 1510.00 FEET.

** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 9.40 10.17 3.499 3.75
LONGEST FLOWPATH FROM NODE 5.31 TO NODE 5.20 = 1510.00 FEET.

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2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 59.19 11.17 3.295 47.54
LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.20 = 2060.00 FEET.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 63.34 10.17 3.499
2 68.05 11.17 3.295

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 68.05 Tc(MIN.) = 11.17
TOTAL AREA(ACRES) = 51.3

**************************************************************************** FLOW PROCESS FROM NODE 6.01 TO NODE 6.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 80
INITIAL SUBAREA FLOW-LENGTH(FEET) = 145.00
UPSTREAM ELEVATION(FEET) = 160.00
DOWNSTREAM ELEVATION(FEET) = 129.50
ELEVATION DIFFERENCE(FEET) = 30.50
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
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! 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.783
SUBAREA RUNOFF(CFS) = 0.28
TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.28

**************************************************************************** FLOW PROCESS FROM NODE 6.02 TO NODE 6.03 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 126.00 DOWNSTREAM(FEET) = 108.30 FLOW LENGTH(FEET) = 415.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.44
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.28
PIPE TRAVEL TIME(MIN.) = 1.27 Tc(MIN.) = 7.54
LONGEST FLOWPATH FROM NODE 6.01 TO NODE 6.03 = 560.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 6.03 TO NODE 6.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.246
RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 82

…VMP - Hydrology & Hydraulic Report - Final.docx page 59

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
AREA-AVERAGE RUNOFF COEFFICIENT = 0.4026
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.09 TOTAL AREA(ACRES) = 1.4 TOTAL RUNOFF(CFS) = 2.34 TC(MIN.) = 7.54

**************************************************************************** FLOW PROCESS FROM NODE 6.03 TO NODE 6.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 105.80 DOWNSTREAM(FEET) = 102.50 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.51
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.34
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 7.58
LONGEST FLOWPATH FROM NODE 6.01 TO NODE 6.20 = 595.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 7.01 TO NODE 7.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 233.00
DOWNSTREAM ELEVATION(FEET) = 226.00
ELEVATION DIFFERENCE(FEET) = 7.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.058
25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.430
SUBAREA RUNOFF(CFS) = 0.23
TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.23

**************************************************************************** FLOW PROCESS FROM NODE 7.02 TO NODE 7.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 226.00 DOWNSTREAM(FEET) = 111.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 1000.00 CHANNEL SLOPE = 0.1144 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.23
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.51 Tc(MIN.) = 10.57
LONGEST FLOWPATH FROM NODE 7.01 TO NODE 7.20 = 1100.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 7.20 TO NODE 7.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.414
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 7.02 SUBAREA RUNOFF(CFS) = 8.39 TOTAL AREA(ACRES) = 7.2 TOTAL RUNOFF(CFS) = 8.57 TC(MIN.) = 10.57
============================================================================

END OF RATIONAL METHOD ANALYSIS

…VMP - Hydrology & Hydraulic Report - Final.docx page 60

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
Existing 50-Year Storm Event Hydrology
____________________________________________________________________________ ****************************************************************************

Analysis prepared by:

civTEC
999 Corporate Dr., Suite 100
Ladera Ranch, CA 92694
ph: 949.463.8822

************************** DESCRIPTION OF STUDY ************************** * VETERANS MEMORIAL PARK * * EXISTING CONDITION * * 50-YEAR STORM EVENT * **************************************************************************

FILE NAME: VMP_E50.DAT
TIME/DATE OF STUDY: 14:10 11/17/2024
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA

USER SPECIFIED STORM EVENT(YEAR) = 50.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.300
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
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 26.0 12.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.167 0.0150

GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 1.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*

**************************************************************************** FLOW PROCESS FROM NODE 1.10 TO NODE 1.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 108.00
DOWNSTREAM ELEVATION(FEET) = 93.00
ELEVATION DIFFERENCE(FEET) = 15.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.239
SUBAREA RUNOFF(CFS) = 0.22
TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.22

…VMP - Hydrology & Hydraulic Report - Final.docx page 61

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS

**************************************************************************** FLOW PROCESS FROM NODE 1.15 TO NODE 1.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 93.00 DOWNSTREAM(FEET) = 48.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 525.00 CHANNEL SLOPE = 0.0853 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.22
FLOW VELOCITY(FEET/SEC) = 4.38 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.00 Tc(MIN.) = 8.26
LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.20 = 625.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 1.20 TO NODE 1.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.383
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 3.68 TOTAL AREA(ACRES) = 2.5 TOTAL RUNOFF(CFS) = 3.87 TC(MIN.) = 8.26

**************************************************************************** FLOW PROCESS FROM NODE 2.10 TO NODE 2.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 115.00
DOWNSTREAM ELEVATION(FEET) = 91.00
ELEVATION DIFFERENCE(FEET) = 24.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.239
SUBAREA RUNOFF(CFS) = 0.11
TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.11

…VMP - Hydrology & Hydraulic Report - Final.docx page 62

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 2.17 TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 2.26 TC(MIN.) = 9.05

**************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 268.00
DOWNSTREAM ELEVATION(FEET) = 258.00
ELEVATION DIFFERENCE(FEET) = 10.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.239
SUBAREA RUNOFF(CFS) = 0.20
TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.20

**************************************************************************** FLOW PROCESS FROM NODE 3.15 TO NODE 3.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 258.00 DOWNSTREAM(FEET) = 45.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 2365.00 CHANNEL SLOPE = 0.0899 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.20
FLOW VELOCITY(FEET/SEC) = 4.50 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 8.77 Tc(MIN.) = 15.03
LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.20 = 2465.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.979
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 32.94 SUBAREA RUNOFF(CFS) = 34.35 TOTAL AREA(ACRES) = 33.0 TOTAL RUNOFF(CFS) = 34.46 TC(MIN.) = 15.03

…VMP - Hydrology & Hydraulic Report - Final.docx page 63

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.239
SUBAREA RUNOFF(CFS) = 0.20
TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.20

**************************************************************************** FLOW PROCESS FROM NODE 4.15 TO NODE 4.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 186.00 DOWNSTREAM(FEET) = 94.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 340.00 CHANNEL SLOPE = 0.2706 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.20
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.19 Tc(MIN.) = 7.46
LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.20 = 440.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 4.20 TO NODE 4.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.681
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 1.47 TOTAL AREA(ACRES) = 1.0 TOTAL RUNOFF(CFS) = 1.65 TC(MIN.) = 7.46

**************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 5.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 309.00
DOWNSTREAM ELEVATION(FEET) = 280.00
ELEVATION DIFFERENCE(FEET) = 29.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.239
SUBAREA RUNOFF(CFS) = 0.55
TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.55

**************************************************************************** FLOW PROCESS FROM NODE 5.15 TO NODE 5.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 280.00 DOWNSTREAM(FEET) = 72.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 1735.00 CHANNEL SLOPE = 0.1195 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.55
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.10 Tc(MIN.) = 12.36
LONGEST FLOWPATH FROM NODE 5.10 TO NODE 5.20 = 1835.00 FEET.

…VMP - Hydrology & Hydraulic Report - Final.docx page 64

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
**************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.380
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 46.45 SUBAREA RUNOFF(CFS) = 54.95 TOTAL AREA(ACRES) = 46.8 TOTAL RUNOFF(CFS) = 55.30 TC(MIN.) = 12.36

**************************************************************************** FLOW PROCESS FROM NODE 5.30 TO NODE 5.35 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ LIMITED INDUSTRIAL RUNOFF COEFFICIENT = .8500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 96
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 126.90
DOWNSTREAM ELEVATION(FEET) = 126.10
ELEVATION DIFFERENCE(FEET) = 0.80
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.627
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 56.00
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.060
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 0.52
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.52

DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020

**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.05 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.42
HALFSTREET FLOOD WIDTH(FEET) = 12.78
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.95
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.68

…VMP - Hydrology & Hydraulic Report - Final.docx page 65

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
STREET FLOW TRAVEL TIME(MIN.) = 5.59 Tc(MIN.) = 9.21 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.086
RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 92
AREA-AVERAGE RUNOFF COEFFICIENT = 0.713
SUBAREA AREA(ACRES) = 4.30 SUBAREA RUNOFF(CFS) = 12.47 TOTAL AREA(ACRES) = 4.4 PEAK FLOW RATE(CFS) = 12.82

END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 16.30 FLOW VELOCITY(FEET/SEC.) = 4.57 DEPTH*VELOCITY(FT*FT/SEC.) = 2.26 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1325.0 FT WITH ELEVATION-DROP = 30.4 FT, IS 18.5 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 5.40 LONGEST FLOWPATH FROM NODE 5.30 TO NODE 5.40 = 1425.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.40 TO NODE 5.50 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 86.00 DOWNSTREAM(FEET) = 84.00 FLOW LENGTH(FEET) = 82.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.16
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.82
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 9.35
LONGEST FLOWPATH FROM NODE 5.30 TO NODE 5.50 = 1507.00 FEET.

** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 12.82 9.35 4.047 4.40
LONGEST FLOWPATH FROM NODE 5.30 TO NODE 5.40 = 1507.00 FEET.

** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 55.30 12.36 3.380 46.75
LONGEST FLOWPATH FROM NODE 5.10 TO NODE 5.40 = 1835.00 FEET.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 54.64 9.35 4.047
2 66.01 12.36 3.380

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 66.01 Tc(MIN.) = 12.36
TOTAL AREA(ACRES) = 51.2

…VMP - Hydrology & Hydraulic Report - Final.docx page 66

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 158.00
DOWNSTREAM ELEVATION(FEET) = 148.00
ELEVATION DIFFERENCE(FEET) = 10.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.239
SUBAREA RUNOFF(CFS) = 0.22
TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.22

**************************************************************************** FLOW PROCESS FROM NODE 6.15 TO NODE 6.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 148.00 DOWNSTREAM(FEET) = 108.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 290.00 CHANNEL SLOPE = 0.1379 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.22
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.02 Tc(MIN.) = 7.29
LONGEST FLOWPATH FROM NODE 6.10 TO NODE 6.20 = 390.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 6.20 TO NODE 6.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.753
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 1.25 SUBAREA RUNOFF(CFS) = 2.08 TOTAL AREA(ACRES) = 1.4 TOTAL RUNOFF(CFS) = 2.28 TC(MIN.) = 7.29

**************************************************************************** FLOW PROCESS FROM NODE 7.10 TO NODE 7.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 233.00
DOWNSTREAM ELEVATION(FEET) = 226.00
ELEVATION DIFFERENCE(FEET) = 7.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.058
50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.852
SUBAREA RUNOFF(CFS) = 0.25
TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.25

…VMP - Hydrology & Hydraulic Report - Final.docx page 67

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
CHANNEL FLOW THRU SUBAREA(CFS) = 0.25
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.51 Tc(MIN.) = 10.57
LONGEST FLOWPATH FROM NODE 7.10 TO NODE 7.20 = 1100.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 7.20 TO NODE 7.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.739
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 7.02 SUBAREA RUNOFF(CFS) = 9.19 TOTAL AREA(ACRES) = 7.2 TOTAL RUNOFF(CFS) = 9.38 TC(MIN.) = 10.57
============================================================================

END OF RATIONAL METHOD ANALYSIS

…VMP - Hydrology & Hydraulic Report - Final.docx page 68

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
Proposed 50-Year Storm Event Hydrology
____________________________________________________________________________ ****************************************************************************

Analysis prepared by:

civTEC
999 Corporate Dr., Suite 100
Ladera Ranch, CA 92694
ph: 949.463.8822

************************** DESCRIPTION OF STUDY ************************** * VETERANS MEMORIAL PARK * * PROPOSED CONDITION * * 50-YEAR STORM EVENT * **************************************************************************

FILE NAME: VMP_P50.DAT
TIME/DATE OF STUDY: 15:00 11/17/2024
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA

USER SPECIFIED STORM EVENT(YEAR) = 50.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.300
SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00
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 26.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0312 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 1.01 TO NODE 1.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 80
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 91.80
DOWNSTREAM ELEVATION(FEET) = 82.00
ELEVATION DIFFERENCE(FEET) = 9.80
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.309
50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.216
SUBAREA RUNOFF(CFS) = 0.22
TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.22

…VMP - Hydrology & Hydraulic Report - Final.docx page 69

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
**************************************************************************** FLOW PROCESS FROM NODE 1.02 TO NODE 1.03 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 82.00 DOWNSTREAM(FEET) = 55.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 275.00 CHANNEL SLOPE = 0.0953 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.955
RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 84
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.58 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.79 AVERAGE FLOW DEPTH(FEET) = 0.42 TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 6.83
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.74 AREA-AVERAGE RUNOFF COEFFICIENT = 0.450
TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 2.94

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.54 FLOW VELOCITY(FEET/SEC.) = 10.14 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.03 = 375.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 1.03 TO NODE 1.04 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 54.70 DOWNSTREAM(FEET) = 54.30 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.42
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.94
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 6.88
LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.04 = 395.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 1.04 TO NODE 1.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 51.75 DOWNSTREAM(FEET) = 48.20 FLOW LENGTH(FEET) = 95.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.26
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.94
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 7.05
LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.20 = 490.00 FEET.

…VMP - Hydrology & Hydraulic Report - Final.docx page 70

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
ELEVATION DIFFERENCE(FEET) = 2.60
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.603
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 77.37
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.060
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 0.26
TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.26

**************************************************************************** FLOW PROCESS FROM NODE 2.02 TO NODE 2.03 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 62.50 DOWNSTREAM(FEET) = 54.30 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.011
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 4.000
DEPTH OF FLOW IN 4.0 INCH PIPE IS 1.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.52
ESTIMATED PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.26
PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 2.78
LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.03 = 175.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.060
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

RESIDENTIAL (2.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .4900 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 85
AREA-AVERAGE RUNOFF COEFFICIENT = 0.5513
SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 0.77 TOTAL AREA(ACRES) = 0.3 TOTAL RUNOFF(CFS) = 1.04 TC(MIN.) = 2.78

**************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.060
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

GENERAL INDUSTRIAL RUNOFF COEFFICIENT = .8700
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 97
AREA-AVERAGE RUNOFF COEFFICIENT = 0.7328
SUBAREA AREA(ACRES) = 0.41 SUBAREA RUNOFF(CFS) = 2.16 TOTAL AREA(ACRES) = 0.7 TOTAL RUNOFF(CFS) = 3.20 TC(MIN.) = 2.78

…VMP - Hydrology & Hydraulic Report - Final.docx page 71

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.20
PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 2.88
LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.20 = 235.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 3.01 TO NODE 3.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 268.00
DOWNSTREAM ELEVATION(FEET) = 258.00
ELEVATION DIFFERENCE(FEET) = 10.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.239
SUBAREA RUNOFF(CFS) = 0.20
TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.20

**************************************************************************** FLOW PROCESS FROM NODE 3.02 TO NODE 3.03 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 258.00 DOWNSTREAM(FEET) = 87.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 1815.00 CHANNEL SLOPE = 0.0939 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.20
FLOW VELOCITY(FEET/SEC) = 4.60 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.58 Tc(MIN.) = 12.85
LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.03 = 1915.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 3.03 TO NODE 3.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.297
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 18.38 SUBAREA RUNOFF(CFS) = 21.21 TOTAL AREA(ACRES) = 18.5 TOTAL RUNOFF(CFS) = 21.34 TC(MIN.) = 12.85

**************************************************************************** FLOW PROCESS FROM NODE 3.03 TO NODE 3.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 82.50 DOWNSTREAM(FEET) = 45.50 FLOW LENGTH(FEET) = 715.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 16.02
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.34
PIPE TRAVEL TIME(MIN.) = 0.74 Tc(MIN.) = 13.59
LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.20 = 2630.00 FEET.

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

…VMP - Hydrology & Hydraulic Report - Final.docx page 72

**************************************************************************** FLOW PROCESS FROM NODE 3.04 TO NODE 3.05 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 80
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 216.90
DOWNSTREAM ELEVATION(FEET) = 206.00
ELEVATION DIFFERENCE(FEET) = 10.90
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.239
SUBAREA RUNOFF(CFS) = 0.44
TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 0.44

**************************************************************************** FLOW PROCESS FROM NODE 3.05 TO NODE 3.06 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 206.00 DOWNSTREAM(FEET) = 190.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 175.00 CHANNEL SLOPE = 0.0914 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.025
LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 80
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.73 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.99 AVERAGE FLOW DEPTH(FEET) = 0.32 TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 6.68
SUBAREA AREA(ACRES) = 0.33 SUBAREA RUNOFF(CFS) = 0.58 AREA-AVERAGE RUNOFF COEFFICIENT = 0.350
TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 1.00

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.36 FLOW VELOCITY(FEET/SEC.) = 7.59 LONGEST FLOWPATH FROM NODE 3.04 TO NODE 3.06 = 275.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 3.06 TO NODE 3.07 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 187.00 DOWNSTREAM(FEET) = 54.80 FLOW LENGTH(FEET) = 1085.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 11.16
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.00
PIPE TRAVEL TIME(MIN.) = 1.62 Tc(MIN.) = 8.30
LONGEST FLOWPATH FROM NODE 3.04 TO NODE 3.07 = 1360.00 FEET.

…VMP - Hydrology & Hydraulic Report - Final.docx page 73

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.369
RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 84
AREA-AVERAGE RUNOFF COEFFICIENT = 0.4565
SUBAREA AREA(ACRES) = 17.55 SUBAREA RUNOFF(CFS) = 35.27 TOTAL AREA(ACRES) = 18.1 TOTAL RUNOFF(CFS) = 36.14 TC(MIN.) = 8.30

**************************************************************************** FLOW PROCESS FROM NODE 3.07 TO NODE 3.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 52.25 DOWNSTREAM(FEET) = 45.50 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 23.41
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 36.14
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 8.36
LONGEST FLOWPATH FROM NODE 3.04 TO NODE 3.20 = 1435.00 FEET.

** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 36.14 8.36 4.351 18.12
LONGEST FLOWPATH FROM NODE 3.04 TO NODE 3.20 = 1435.00 FEET.

** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 21.34 13.59 3.180 18.49
LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.20 = 2630.00 FEET.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 49.26 8.36 4.351
2 47.75 13.59 3.180

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 49.26 Tc(MIN.) = 8.36
TOTAL AREA(ACRES) = 36.6

…VMP - Hydrology & Hydraulic Report - Final.docx page 74

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 204.00
DOWNSTREAM ELEVATION(FEET) = 178.00
ELEVATION DIFFERENCE(FEET) = 26.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.239
SUBAREA RUNOFF(CFS) = 0.20
TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.20

**************************************************************************** FLOW PROCESS FROM NODE 4.02 TO NODE 4.03 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 178.00 DOWNSTREAM(FEET) = 113.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 275.00 CHANNEL SLOPE = 0.2364 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.20
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.97 Tc(MIN.) = 7.23
LONGEST FLOWPATH FROM NODE 4.01 TO NODE 4.03 = 375.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 4.03 TO NODE 4.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.776
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 0.84 SUBAREA RUNOFF(CFS) = 1.40 TOTAL AREA(ACRES) = 0.9 TOTAL RUNOFF(CFS) = 1.59 TC(MIN.) = 7.23

**************************************************************************** FLOW PROCESS FROM NODE 4.03 TO NODE 4.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 105.30 DOWNSTREAM(FEET) = 94.00 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 14.27
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.59
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 7.30
LONGEST FLOWPATH FROM NODE 4.01 TO NODE 4.20 = 430.00 FEET.

…VMP - Hydrology & Hydraulic Report - Final.docx page 75

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.239
SUBAREA RUNOFF(CFS) = 0.55
TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.55

**************************************************************************** FLOW PROCESS FROM NODE 5.02 TO NODE 5.03 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 280.00 DOWNSTREAM(FEET) = 110.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1140.00 CHANNEL SLOPE = 0.1491 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.55
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.01 Tc(MIN.) = 10.27
LONGEST FLOWPATH FROM NODE 5.01 TO NODE 5.03 = 1240.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.03 TO NODE 5.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.809
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 15.58 SUBAREA RUNOFF(CFS) = 20.77 TOTAL AREA(ACRES) = 15.9 TOTAL RUNOFF(CFS) = 21.17 TC(MIN.) = 10.27

**************************************************************************** FLOW PROCESS FROM NODE 5.03 TO NODE 5.04 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 106.80 DOWNSTREAM(FEET) = 105.30 FLOW LENGTH(FEET) = 105.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.95
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.17
PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 10.45
LONGEST FLOWPATH FROM NODE 5.01 TO NODE 5.04 = 1345.00 FEET.

…VMP - Hydrology & Hydraulic Report - Final.docx page 76

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
ELEVATION DIFFERENCE(FEET) = 28.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.239
SUBAREA RUNOFF(CFS) = 0.66
TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) = 0.66

**************************************************************************** FLOW PROCESS FROM NODE 5.06 TO NODE 5.07 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 285.00 DOWNSTREAM(FEET) = 123.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 1170.00 CHANNEL SLOPE = 0.1378 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.66
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.11 Tc(MIN.) = 10.38
LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.07 = 1270.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.07 TO NODE 5.07 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.784
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 11.86 SUBAREA RUNOFF(CFS) = 15.71 TOTAL AREA(ACRES) = 12.2 TOTAL RUNOFF(CFS) = 16.18 TC(MIN.) = 10.38

**************************************************************************** FLOW PROCESS FROM NODE 5.07 TO NODE 5.04 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 117.30 DOWNSTREAM(FEET) = 105.30 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 17.61
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.18
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 10.52
LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.04 = 1420.00 FEET.

** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 16.18 10.52 3.751 12.22
LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.04 = 1420.00 FEET.

** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 21.17 10.45 3.767 15.88

…VMP - Hydrology & Hydraulic Report - Final.docx page 77

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
LONGEST FLOWPATH FROM NODE 5.01 TO NODE 5.04 = 1345.00 FEET.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 37.24 10.45 3.767
2 37.26 10.52 3.751

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 37.26 Tc(MIN.) = 10.52
TOTAL AREA(ACRES) = 28.1

**************************************************************************** FLOW PROCESS FROM NODE 5.04 TO NODE 5.08 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 105.10 DOWNSTREAM(FEET) = 89.90 FLOW LENGTH(FEET) = 490.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 15.12
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 37.26
PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 11.06
LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.08 = 1910.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.09 TO NODE 5.10 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 80
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 247.40
DOWNSTREAM ELEVATION(FEET) = 218.00
ELEVATION DIFFERENCE(FEET) = 29.40
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.239
SUBAREA RUNOFF(CFS) = 0.29
TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.29

…VMP - Hydrology & Hydraulic Report - Final.docx page 78

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
CHANNEL FLOW THRU SUBAREA(CFS) = 0.29
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.74 Tc(MIN.) = 9.01
LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.11 = 880.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.11 TO NODE 5.11 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.146
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 7.77 SUBAREA RUNOFF(CFS) = 11.27 TOTAL AREA(ACRES) = 7.9 TOTAL RUNOFF(CFS) = 11.51 TC(MIN.) = 9.01

**************************************************************************** FLOW PROCESS FROM NODE 5.11 TO NODE 5.12 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 99.00 DOWNSTREAM(FEET) = 98.00 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.08
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.51
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 9.14
LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.12 = 950.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.13 TO NODE 5.14 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 173.00
DOWNSTREAM ELEVATION(FEET) = 153.00
ELEVATION DIFFERENCE(FEET) = 20.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.239
SUBAREA RUNOFF(CFS) = 0.22
TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.22

…VMP - Hydrology & Hydraulic Report - Final.docx page 79

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.22
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 7.09
LONGEST FLOWPATH FROM NODE 5.13 TO NODE 5.15 = 335.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.15 TO NODE 5.15 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.837
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 0.48 SUBAREA RUNOFF(CFS) = 0.81 TOTAL AREA(ACRES) = 0.6 TOTAL RUNOFF(CFS) = 1.02 TC(MIN.) = 7.09

**************************************************************************** FLOW PROCESS FROM NODE 5.15 TO NODE 5.12 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 103.00 DOWNSTREAM(FEET) = 98.00 FLOW LENGTH(FEET) = 135.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 6.0 INCH PIPE IS 4.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.06
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.02
PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 7.41
LONGEST FLOWPATH FROM NODE 5.13 TO NODE 5.12 = 470.00 FEET.

** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 1.02 7.41 4.701 0.60
LONGEST FLOWPATH FROM NODE 5.13 TO NODE 5.12 = 470.00 FEET.

** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 11.51 9.14 4.108 7.93
LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.12 = 950.00 FEET.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 10.35 7.41 4.701
2 12.39 9.14 4.108

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 12.39 Tc(MIN.) = 9.14
TOTAL AREA(ACRES) = 8.5

…VMP - Hydrology & Hydraulic Report - Final.docx page 80

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
============================================================================

**************************************************************************** FLOW PROCESS FROM NODE 5.12 TO NODE 5.08 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 98.00 DOWNSTREAM(FEET) = 89.90 FLOW LENGTH(FEET) = 325.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 11.50
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.39
PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 9.61
LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.08 = 1275.00 FEET.

** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 12.39 9.61 3.977 8.53
LONGEST FLOWPATH FROM NODE 5.09 TO NODE 5.08 = 1275.00 FEET.

** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 37.26 11.06 3.632 28.10
LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.08 = 1910.00 FEET.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 44.76 9.61 3.977
2 48.58 11.06 3.632

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 48.58 Tc(MIN.) = 11.06
TOTAL AREA(ACRES) = 36.6

**************************************************************************** FLOW PROCESS FROM NODE 5.08 TO NODE 5.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 90.00 DOWNSTREAM(FEET) = 72.60 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 26.60
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 48.58
PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 11.15
LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.20 = 2060.00 FEET.

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

…VMP - Hydrology & Hydraulic Report - Final.docx page 81

**************************************************************************** FLOW PROCESS FROM NODE 5.16 TO NODE 5.17 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 80
INITIAL SUBAREA FLOW-LENGTH(FEET) = 170.00
UPSTREAM ELEVATION(FEET) = 155.00
DOWNSTREAM ELEVATION(FEET) = 129.50
ELEVATION DIFFERENCE(FEET) = 25.50
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
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! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.239
SUBAREA RUNOFF(CFS) = 0.24
TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.24

**************************************************************************** FLOW PROCESS FROM NODE 5.17 TO NODE 5.18 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 126.50 DOWNSTREAM(FEET) = 81.30 FLOW LENGTH(FEET) = 550.00 MANNING'S N = 0.011
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 4.000
DEPTH OF FLOW IN 4.0 INCH PIPE IS 1.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.80
ESTIMATED PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.24
PIPE TRAVEL TIME(MIN.) = 1.35 Tc(MIN.) = 7.61
LONGEST FLOWPATH FROM NODE 5.16 TO NODE 5.18 = 720.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.18 TO NODE 5.18 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.620
RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 82
AREA-AVERAGE RUNOFF COEFFICIENT = 0.4093
SUBAREA AREA(ACRES) = 10.78 SUBAREA RUNOFF(CFS) = 20.42 TOTAL AREA(ACRES) = 10.9 TOTAL RUNOFF(CFS) = 20.63 TC(MIN.) = 7.61

**************************************************************************** FLOW PROCESS FROM NODE 5.18 TO NODE 5.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 78.80 DOWNSTREAM(FEET) = 72.60 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 19.13
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1

…VMP - Hydrology & Hydraulic Report - Final.docx page 82

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
PIPE-FLOW(CFS) = 20.63
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 7.69
LONGEST FLOWPATH FROM NODE 5.16 TO NODE 5.20 = 810.00 FEET.

** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 20.63 7.69 4.589 10.91
LONGEST FLOWPATH FROM NODE 5.16 TO NODE 5.20 = 810.00 FEET.

** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 48.58 11.15 3.612 36.63
LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.20 = 2060.00 FEET.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 54.14 7.69 4.589
2 64.81 11.15 3.612

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 64.81 Tc(MIN.) = 11.15
TOTAL AREA(ACRES) = 47.5

**************************************************************************** FLOW PROCESS FROM NODE 5.31 TO NODE 5.32 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8200
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 95
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 126.90
DOWNSTREAM ELEVATION(FEET) = 126.10
ELEVATION DIFFERENCE(FEET) = 0.80
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.063
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 56.00
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.060
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 0.50
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.50

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

…VMP - Hydrology & Hydraulic Report - Final.docx page 83

DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020

**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.36
HALFSTREET FLOOD WIDTH(FEET) = 11.89
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.77
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.37
STREET FLOW TRAVEL TIME(MIN.) = 5.86 Tc(MIN.) = 9.93 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.894
RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 92
AREA-AVERAGE RUNOFF COEFFICIENT = 0.713
SUBAREA AREA(ACRES) = 3.65 SUBAREA RUNOFF(CFS) = 10.09 TOTAL AREA(ACRES) = 3.8 PEAK FLOW RATE(CFS) = 10.41

END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.12 FLOW VELOCITY(FEET/SEC.) = 4.33 DEPTH*VELOCITY(FT*FT/SEC.) = 1.86 LONGEST FLOWPATH FROM NODE 5.31 TO NODE 5.33 = 1425.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.33 TO NODE 5.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 86.00 DOWNSTREAM(FEET) = 72.60 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 17.14
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.41
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 10.01
LONGEST FLOWPATH FROM NODE 5.31 TO NODE 5.20 = 1510.00 FEET.

** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 10.41 10.01 3.873 3.75
LONGEST FLOWPATH FROM NODE 5.31 TO NODE 5.20 = 1510.00 FEET.

** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA

…VMP - Hydrology & Hydraulic Report - Final.docx page 84

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 64.81 11.15 3.612 47.54
LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.20 = 2060.00 FEET.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 68.57 10.01 3.873
2 74.52 11.15 3.612

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 74.52 Tc(MIN.) = 11.15
TOTAL AREA(ACRES) = 51.3

**************************************************************************** FLOW PROCESS FROM NODE 6.01 TO NODE 6.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 80
INITIAL SUBAREA FLOW-LENGTH(FEET) = 145.00
UPSTREAM ELEVATION(FEET) = 160.00
DOWNSTREAM ELEVATION(FEET) = 129.50
ELEVATION DIFFERENCE(FEET) = 30.50
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
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! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.239
SUBAREA RUNOFF(CFS) = 0.31
TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.31

**************************************************************************** FLOW PROCESS FROM NODE 6.02 TO NODE 6.03 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 126.00 DOWNSTREAM(FEET) = 108.30 FLOW LENGTH(FEET) = 415.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.55
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.31
PIPE TRAVEL TIME(MIN.) = 1.25 Tc(MIN.) = 7.51
LONGEST FLOWPATH FROM NODE 6.01 TO NODE 6.03 = 560.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 6.03 TO NODE 6.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.660
RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 82
AREA-AVERAGE RUNOFF COEFFICIENT = 0.4026
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.29

…VMP - Hydrology & Hydraulic Report - Final.docx page 85

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
TOTAL AREA(ACRES) = 1.4 TOTAL RUNOFF(CFS) = 2.57 TC(MIN.) = 7.51

**************************************************************************** FLOW PROCESS FROM NODE 6.03 TO NODE 6.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 105.80 DOWNSTREAM(FEET) = 102.50 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.80
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.57
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 7.56
LONGEST FLOWPATH FROM NODE 6.01 TO NODE 6.20 = 595.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 7.01 TO NODE 7.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 233.00
DOWNSTREAM ELEVATION(FEET) = 226.00
ELEVATION DIFFERENCE(FEET) = 7.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.058
50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.852
SUBAREA RUNOFF(CFS) = 0.25
TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.25

**************************************************************************** FLOW PROCESS FROM NODE 7.02 TO NODE 7.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 226.00 DOWNSTREAM(FEET) = 111.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 1000.00 CHANNEL SLOPE = 0.1144 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.25
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.51 Tc(MIN.) = 10.57
LONGEST FLOWPATH FROM NODE 7.01 TO NODE 7.20 = 1100.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 7.20 TO NODE 7.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.739
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 7.02 SUBAREA RUNOFF(CFS) = 9.19 TOTAL AREA(ACRES) = 7.2 TOTAL RUNOFF(CFS) = 9.38 TC(MIN.) = 10.57
============================================================================

END OF RATIONAL METHOD ANALYSIS

…VMP - Hydrology & Hydraulic Report - Final.docx page 86

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
Existing 100-Year Storm Event Hydrology
____________________________________________________________________________ ****************************************************************************

Analysis prepared by:

civTEC
999 Corporate Dr., Suite 100
Ladera Ranch, CA 92694
ph: 949.463.8822

************************** DESCRIPTION OF STUDY ************************** * VETERANS MEMORIAL PARK * * EXISTING CONDITION * * 100-YEAR STORM EVENT * **************************************************************************

FILE NAME: VMP_E100.DAT
TIME/DATE OF STUDY: 12:00 11/17/2024
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA

USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.700
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
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 26.0 12.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.167 0.0150

GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 1.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 10.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*

…VMP - Hydrology & Hydraulic Report - Final.docx page 87

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 108.00
DOWNSTREAM ELEVATION(FEET) = 93.00
ELEVATION DIFFERENCE(FEET) = 15.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.150
SUBAREA RUNOFF(CFS) = 0.26
TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.26

**************************************************************************** FLOW PROCESS FROM NODE 1.15 TO NODE 1.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 93.00 DOWNSTREAM(FEET) = 48.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 525.00 CHANNEL SLOPE = 0.0853 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.26
FLOW VELOCITY(FEET/SEC) = 4.38 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.00 Tc(MIN.) = 8.26
LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.20 = 625.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 1.20 TO NODE 1.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.145
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 4.32 TOTAL AREA(ACRES) = 2.5 TOTAL RUNOFF(CFS) = 4.54 TC(MIN.) = 8.26

**************************************************************************** FLOW PROCESS FROM NODE 2.10 TO NODE 2.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 115.00
DOWNSTREAM ELEVATION(FEET) = 91.00
ELEVATION DIFFERENCE(FEET) = 24.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.150
SUBAREA RUNOFF(CFS) = 0.13
TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.13

…VMP - Hydrology & Hydraulic Report - Final.docx page 88

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 91.00 DOWNSTREAM(FEET) = 49.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 640.00 CHANNEL SLOPE = 0.0652 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.13
FLOW VELOCITY(FEET/SEC) = 3.83 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.79 Tc(MIN.) = 9.05
LONGEST FLOWPATH FROM NODE 2.10 TO NODE 2.20 = 740.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 2.20 TO NODE 2.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.851
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 2.55 TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 2.65 TC(MIN.) = 9.05

**************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 268.00
DOWNSTREAM ELEVATION(FEET) = 258.00
ELEVATION DIFFERENCE(FEET) = 10.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.150
SUBAREA RUNOFF(CFS) = 0.24
TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.24

**************************************************************************** FLOW PROCESS FROM NODE 3.15 TO NODE 3.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 258.00 DOWNSTREAM(FEET) = 45.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 2365.00 CHANNEL SLOPE = 0.0899 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.24
FLOW VELOCITY(FEET/SEC) = 4.50 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 8.77 Tc(MIN.) = 15.03
LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.20 = 2465.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.20 IS CODE = 81

…VMP - Hydrology & Hydraulic Report - Final.docx page 89

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.497
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 32.94 SUBAREA RUNOFF(CFS) = 40.32 TOTAL AREA(ACRES) = 33.0 TOTAL RUNOFF(CFS) = 40.46 TC(MIN.) = 15.03

**************************************************************************** FLOW PROCESS FROM NODE 4.15 TO NODE 4.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 186.00 DOWNSTREAM(FEET) = 94.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 340.00 CHANNEL SLOPE = 0.2706 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.24
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.19 Tc(MIN.) = 7.46
LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.20 = 440.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 4.20 TO NODE 4.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.495
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 1.73 TOTAL AREA(ACRES) = 1.0 TOTAL RUNOFF(CFS) = 1.94 TC(MIN.) = 7.46

…VMP - Hydrology & Hydraulic Report - Final.docx page 90

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
**************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 5.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 309.00
DOWNSTREAM ELEVATION(FEET) = 280.00
ELEVATION DIFFERENCE(FEET) = 29.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.150
SUBAREA RUNOFF(CFS) = 0.65
TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.65

**************************************************************************** FLOW PROCESS FROM NODE 5.15 TO NODE 5.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 280.00 DOWNSTREAM(FEET) = 72.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 1735.00 CHANNEL SLOPE = 0.1195 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.65
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.10 Tc(MIN.) = 12.36
LONGEST FLOWPATH FROM NODE 5.10 TO NODE 5.20 = 1835.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.968
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 46.45 SUBAREA RUNOFF(CFS) = 64.50 TOTAL AREA(ACRES) = 46.8 TOTAL RUNOFF(CFS) = 64.92 TC(MIN.) = 12.36

…VMP - Hydrology & Hydraulic Report - Final.docx page 91

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 96
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 126.90
DOWNSTREAM ELEVATION(FEET) = 126.10
ELEVATION DIFFERENCE(FEET) = 0.80
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.627
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 56.00
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 0.60
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.60

DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020

**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.36 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.44
HALFSTREET FLOOD WIDTH(FEET) = 13.76
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.09
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.81
STREET FLOW TRAVEL TIME(MIN.) = 5.40 Tc(MIN.) = 9.02 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.861
RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 92
AREA-AVERAGE RUNOFF COEFFICIENT = 0.713
SUBAREA AREA(ACRES) = 4.30 SUBAREA RUNOFF(CFS) = 14.84 TOTAL AREA(ACRES) = 4.4 PEAK FLOW RATE(CFS) = 15.25

END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 18.44 FLOW VELOCITY(FEET/SEC.) = 4.73 DEPTH*VELOCITY(FT*FT/SEC.) = 2.45 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1325.0 FT WITH ELEVATION-DROP = 30.4 FT, IS 21.7 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 5.40 LONGEST FLOWPATH FROM NODE 5.30 TO NODE 5.40 = 1425.00 FEET.

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

…VMP - Hydrology & Hydraulic Report - Final.docx page 92

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
FLOW PROCESS FROM NODE 5.40 TO NODE 5.50 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 86.00 DOWNSTREAM(FEET) = 84.00 FLOW LENGTH(FEET) = 82.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 11.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.63
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.25
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 9.15
LONGEST FLOWPATH FROM NODE 5.30 TO NODE 5.50 = 1507.00 FEET.

** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 15.25 9.15 4.817 4.40
LONGEST FLOWPATH FROM NODE 5.30 TO NODE 5.40 = 1507.00 FEET.

** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 64.92 12.36 3.968 46.75
LONGEST FLOWPATH FROM NODE 5.10 TO NODE 5.40 = 1835.00 FEET.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 63.31 9.15 4.817
2 77.48 12.36 3.968

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 77.48 Tc(MIN.) = 12.36
TOTAL AREA(ACRES) = 51.2

**************************************************************************** FLOW PROCESS FROM NODE 6.10 TO NODE 6.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 158.00
DOWNSTREAM ELEVATION(FEET) = 148.00
ELEVATION DIFFERENCE(FEET) = 10.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.150
SUBAREA RUNOFF(CFS) = 0.26
TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.26

…VMP - Hydrology & Hydraulic Report - Final.docx page 93

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS

**************************************************************************** FLOW PROCESS FROM NODE 6.15 TO NODE 6.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 148.00 DOWNSTREAM(FEET) = 108.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 290.00 CHANNEL SLOPE = 0.1379 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.26
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.02 Tc(MIN.) = 7.29
LONGEST FLOWPATH FROM NODE 6.10 TO NODE 6.20 = 390.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 6.20 TO NODE 6.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.580
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 1.25 SUBAREA RUNOFF(CFS) = 2.44 TOTAL AREA(ACRES) = 1.4 TOTAL RUNOFF(CFS) = 2.68 TC(MIN.) = 7.29

**************************************************************************** FLOW PROCESS FROM NODE 7.10 TO NODE 7.15 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 233.00
DOWNSTREAM ELEVATION(FEET) = 226.00
ELEVATION DIFFERENCE(FEET) = 7.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.058
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.696
SUBAREA RUNOFF(CFS) = 0.30
TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.30

**************************************************************************** FLOW PROCESS FROM NODE 7.15 TO NODE 7.20 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 226.00 DOWNSTREAM(FEET) = 111.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 1000.00 CHANNEL SLOPE = 0.1144 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.30
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)

…VMP - Hydrology & Hydraulic Report - Final.docx page 94

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
TRAVEL TIME(MIN.) = 3.51 Tc(MIN.) = 10.57
LONGEST FLOWPATH FROM NODE 7.10 TO NODE 7.20 = 1100.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 7.20 TO NODE 7.20 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.389
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 7.02 SUBAREA RUNOFF(CFS) = 10.78 TOTAL AREA(ACRES) = 7.2 TOTAL RUNOFF(CFS) = 11.01 TC(MIN.) = 10.57
============================================================================

END OF RATIONAL METHOD ANALYSIS

…VMP - Hydrology & Hydraulic Report - Final.docx page 95

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
Proposed 100-Year Storm Event Hydrology
____________________________________________________________________________ ****************************************************************************

Analysis prepared by:

civTEC
999 Corporate Dr., Suite 100
Ladera Ranch, CA 92694
ph: 949.463.8822

************************** DESCRIPTION OF STUDY ************************** * VETERANS MEMORIAL PARK * * PROPOSED CONDITION * * 100-YEAR STORM EVENT * **************************************************************************

FILE NAME: VMP_P100.DAT
TIME/DATE OF STUDY: 14:50 11/17/2024
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA

USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.700
SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00
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 26.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0312 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 1.01 TO NODE 1.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 80
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 91.80
DOWNSTREAM ELEVATION(FEET) = 82.00
ELEVATION DIFFERENCE(FEET) = 9.80
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.309
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.123
SUBAREA RUNOFF(CFS) = 0.26
TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.26

…VMP - Hydrology & Hydraulic Report - Final.docx page 96

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
**************************************************************************** FLOW PROCESS FROM NODE 1.02 TO NODE 1.03 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 82.00 DOWNSTREAM(FEET) = 55.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 275.00 CHANNEL SLOPE = 0.0953 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.824
RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 84
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.86 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 9.00 AVERAGE FLOW DEPTH(FEET) = 0.45 TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 6.82
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 3.21 AREA-AVERAGE RUNOFF COEFFICIENT = 0.450
TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 3.46

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.58 FLOW VELOCITY(FEET/SEC.) = 10.46 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.03 = 375.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 1.03 TO NODE 1.04 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 54.70 DOWNSTREAM(FEET) = 54.30 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.71
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.46
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 6.86
LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.04 = 395.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 1.04 TO NODE 1.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 51.75 DOWNSTREAM(FEET) = 48.20 FLOW LENGTH(FEET) = 95.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.48
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.46
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 7.03
LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.20 = 490.00 FEET.

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2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
ELEVATION DIFFERENCE(FEET) = 2.60
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.603
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 77.37
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 0.31
TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.31

**************************************************************************** FLOW PROCESS FROM NODE 2.02 TO NODE 2.03 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 62.50 DOWNSTREAM(FEET) = 54.30 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.011
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 4.000
DEPTH OF FLOW IN 4.0 INCH PIPE IS 1.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.75
ESTIMATED PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.31
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 2.78
LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.03 = 175.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

RESIDENTIAL (2.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .4900 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 85
AREA-AVERAGE RUNOFF COEFFICIENT = 0.5513
SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 0.91 TOTAL AREA(ACRES) = 0.3 TOTAL RUNOFF(CFS) = 1.22 TC(MIN.) = 2.78

**************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.114
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

GENERAL INDUSTRIAL RUNOFF COEFFICIENT = .8700
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 97
AREA-AVERAGE RUNOFF COEFFICIENT = 0.7328
SUBAREA AREA(ACRES) = 0.41 SUBAREA RUNOFF(CFS) = 2.54 TOTAL AREA(ACRES) = 0.7 TOTAL RUNOFF(CFS) = 3.75 TC(MIN.) = 2.78

…VMP - Hydrology & Hydraulic Report - Final.docx page 98

2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.75
PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 2.88
LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2.20 = 235.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 3.01 TO NODE 3.02 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 268.00
DOWNSTREAM ELEVATION(FEET) = 258.00
ELEVATION DIFFERENCE(FEET) = 10.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.150
SUBAREA RUNOFF(CFS) = 0.24
TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.24

**************************************************************************** FLOW PROCESS FROM NODE 3.02 TO NODE 3.03 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 258.00 DOWNSTREAM(FEET) = 87.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 1815.00 CHANNEL SLOPE = 0.0939 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.24
FLOW VELOCITY(FEET/SEC) = 4.60 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.58 Tc(MIN.) = 12.85
LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.03 = 1915.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 3.03 TO NODE 3.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.871
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 18.38 SUBAREA RUNOFF(CFS) = 24.90 TOTAL AREA(ACRES) = 18.5 TOTAL RUNOFF(CFS) = 25.05 TC(MIN.) = 12.85

**************************************************************************** FLOW PROCESS FROM NODE 3.03 TO NODE 3.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 82.50 DOWNSTREAM(FEET) = 45.50 FLOW LENGTH(FEET) = 715.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 16.28
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.05
PIPE TRAVEL TIME(MIN.) = 0.73 Tc(MIN.) = 13.58
LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.20 = 2630.00 FEET.

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

…VMP - Hydrology & Hydraulic Report - Final.docx page 99

**************************************************************************** FLOW PROCESS FROM NODE 3.04 TO NODE 3.05 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 80
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 216.90
DOWNSTREAM ELEVATION(FEET) = 206.00
ELEVATION DIFFERENCE(FEET) = 10.90
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.150
SUBAREA RUNOFF(CFS) = 0.52
TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 0.52

**************************************************************************** FLOW PROCESS FROM NODE 3.05 TO NODE 3.06 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 206.00 DOWNSTREAM(FEET) = 190.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 175.00 CHANNEL SLOPE = 0.0914 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.912
LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 80
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.86 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 7.40 AVERAGE FLOW DEPTH(FEET) = 0.34 TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 6.66
SUBAREA AREA(ACRES) = 0.33 SUBAREA RUNOFF(CFS) = 0.68 AREA-AVERAGE RUNOFF COEFFICIENT = 0.350
TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 1.18

END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.39 FLOW VELOCITY(FEET/SEC.) = 7.91 LONGEST FLOWPATH FROM NODE 3.04 TO NODE 3.06 = 275.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 3.06 TO NODE 3.07 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 187.00 DOWNSTREAM(FEET) = 54.80 FLOW LENGTH(FEET) = 1085.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 11.63
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.18
PIPE TRAVEL TIME(MIN.) = 1.55 Tc(MIN.) = 8.22
LONGEST FLOWPATH FROM NODE 3.04 TO NODE 3.07 = 1360.00 FEET.

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2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.164
RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .4600 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 84
AREA-AVERAGE RUNOFF COEFFICIENT = 0.4565
SUBAREA AREA(ACRES) = 17.55 SUBAREA RUNOFF(CFS) = 41.69 TOTAL AREA(ACRES) = 18.1 TOTAL RUNOFF(CFS) = 42.72 TC(MIN.) = 8.22

**************************************************************************** FLOW PROCESS FROM NODE 3.07 TO NODE 3.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 52.25 DOWNSTREAM(FEET) = 45.50 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.011
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 25.18
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 42.72
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 8.26
LONGEST FLOWPATH FROM NODE 3.04 TO NODE 3.20 = 1435.00 FEET.

** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 42.72 8.26 5.144 18.12
LONGEST FLOWPATH FROM NODE 3.04 TO NODE 3.20 = 1435.00 FEET.

** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 25.05 13.58 3.735 18.49
LONGEST FLOWPATH FROM NODE 3.01 TO NODE 3.20 = 2630.00 FEET.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 57.97 8.26 5.144
2 56.06 13.58 3.735

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 57.97 Tc(MIN.) = 8.26
TOTAL AREA(ACRES) = 36.6

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2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
S.C.S. CURVE NUMBER (AMC II) = 83
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 204.00
DOWNSTREAM ELEVATION(FEET) = 178.00
ELEVATION DIFFERENCE(FEET) = 26.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.150
SUBAREA RUNOFF(CFS) = 0.24
TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.24

**************************************************************************** FLOW PROCESS FROM NODE 4.02 TO NODE 4.03 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 178.00 DOWNSTREAM(FEET) = 113.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 275.00 CHANNEL SLOPE = 0.2364 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.24
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.97 Tc(MIN.) = 7.23
LONGEST FLOWPATH FROM NODE 4.01 TO NODE 4.03 = 375.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 4.03 TO NODE 4.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.606
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 0.84 SUBAREA RUNOFF(CFS) = 1.65 TOTAL AREA(ACRES) = 0.9 TOTAL RUNOFF(CFS) = 1.86 TC(MIN.) = 7.23

**************************************************************************** FLOW PROCESS FROM NODE 4.03 TO NODE 4.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 105.30 DOWNSTREAM(FEET) = 94.00 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 14.76
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.86
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 7.29
LONGEST FLOWPATH FROM NODE 4.01 TO NODE 4.20 = 430.00 FEET.

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2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.150
SUBAREA RUNOFF(CFS) = 0.65
TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.65

**************************************************************************** FLOW PROCESS FROM NODE 5.02 TO NODE 5.03 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 280.00 DOWNSTREAM(FEET) = 110.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1140.00 CHANNEL SLOPE = 0.1491 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.65
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.01 Tc(MIN.) = 10.27
LONGEST FLOWPATH FROM NODE 5.01 TO NODE 5.03 = 1240.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.03 TO NODE 5.03 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.471
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 15.58 SUBAREA RUNOFF(CFS) = 24.38 TOTAL AREA(ACRES) = 15.9 TOTAL RUNOFF(CFS) = 24.85 TC(MIN.) = 10.27

**************************************************************************** FLOW PROCESS FROM NODE 5.03 TO NODE 5.04 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 106.80 DOWNSTREAM(FEET) = 105.30 FLOW LENGTH(FEET) = 105.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.24
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.85
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 10.44
LONGEST FLOWPATH FROM NODE 5.01 TO NODE 5.04 = 1345.00 FEET.

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2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
ELEVATION DIFFERENCE(FEET) = 28.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.150
SUBAREA RUNOFF(CFS) = 0.77
TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) = 0.77

**************************************************************************** FLOW PROCESS FROM NODE 5.06 TO NODE 5.07 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 285.00 DOWNSTREAM(FEET) = 123.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 1170.00 CHANNEL SLOPE = 0.1378 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.77
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.11 Tc(MIN.) = 10.38
LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.07 = 1270.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.07 TO NODE 5.07 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.442
OPEN BRUSH FAIR COVER RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 83
AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
SUBAREA AREA(ACRES) = 11.86 SUBAREA RUNOFF(CFS) = 18.44 TOTAL AREA(ACRES) = 12.2 TOTAL RUNOFF(CFS) = 19.00 TC(MIN.) = 10.38

**************************************************************************** FLOW PROCESS FROM NODE 5.07 TO NODE 5.04 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 117.30 DOWNSTREAM(FEET) = 105.30 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 15.0 INCH PIPE IS 12.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 17.92
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.00
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 10.52
LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.04 = 1420.00 FEET.

** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 19.00 10.52 4.404 12.22
LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.04 = 1420.00 FEET.

** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 24.85 10.44 4.424 15.88

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2.0 HYDROLOGY & HYDRAULIC CALCULATIONS
LONGEST FLOWPATH FROM NODE 5.01 TO NODE 5.04 = 1345.00 FEET.

** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 43.71 10.44 4.424
2 43.73 10.52 4.404

COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 43.73 Tc(MIN.) = 10.52
TOTAL AREA(ACRES) = 28.1

**************************************************************************** FLOW PROCESS FROM NODE 5.04 TO NODE 5.08 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 105.10 DOWNSTREAM(FEET) = 89.90 FLOW LENGTH(FEET) = 490.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 15.94
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 43.73
PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 11.03
LONGEST FLOWPATH FROM NODE 5.05 TO NODE 5.08 = 1910.00 FEET.

**************************************************************************** FLOW PROCESS FROM NODE 5.09 TO NODE 5.10 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ LAWNS, GOLF COURSES, ETC. GOOD COVER RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 80
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 247.40
DOWNSTREAM ELEVATION(FEET) = 218.00
ELEVATION DIFFERENCE(FEET) = 29.40
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.150
SUBAREA RUNOFF(CFS) = 0.34
TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.34

Carlsbad City CouncilOctober 21, 2025

Carlsbad City Council
October 21, 2025