Attachment D - Tech Appendix N (SWQMP) — San Marcos City Council, December 12, 2023 (part 1 of 2)

Appendix N
Storm Water Quality Management Plan (SWQMP)

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022

City of San Marcos

PRIORITY DEVELOPMENT PROJECT (PDP)

STORM WATER QUALITY MANAGEMENT PLAN (SWQMP)
FOR

SAN MARCOS RESTAURANT ROW
SP22-0004 GPA22-0002 R22-0002
TSM 22-0003 SDP 22-0006

W. SAN MARCOS BLVD. AND VIA VERA CRUZ

CITY OF SAN MARCOS, CA

ASSESSOR'S PARCEL NUMBER(S):
219-200-30, 31, 45

ENGINEER OF WORK:

___________________________________________________________________________________ [Chelisa A. Pack, PE RCE 71026, REGISTRATION EXPIRES 06/30/2025

PREPARED FOR:

Lennar Homes of California Inc.
16455 Via Esprillo, Suite 150
San Diego, CA 92127

PLANS AND PDP SWQMP PREPARED BY:

DATE OF SWQMP:

July 19, 2023

____________________

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022
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City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022

TABLE OF CONTENTS

Acronym Sheet
PDP SWQMP Preparer's Certification Page
PDP SWQMP Project Owner's Certification Page
Submittal Record
Project Vicinity Map
FORM I-1 Applicability of Storm Water BMP Requirements
FORM I-2 Project Type Determination Checklist (Standard Project or PDP) FORM I-3B Site Information Checklist for PDPs
FORM I-4 Source Control BMP Checklist for All Development Projects FORM I-5 Site Design BMP Checklist for All Development Projects FORM I-6 Summary of PDP Structural BMPs
Attachment 1: Backup for PDP Pollutant Control BMPs
Attachment 1a: DMA Exhibit
Attachment 1b: Tabular Summary of DMAs and Design Capture Volume Calculations Attachment 1c: Harvest and Use Feasibility Screening (when applicable) Attachment 1d: Categorization of Infiltration Feasibility Condition (when applicable) Attachment 1e: Pollutant Control BMP Design Worksheets / Calculations Attachment 2: Backup for PDP Hydromodification Control Measures Attachment 2a: Hydromodification Management Exhibit
Attachment 2b: Management of Critical Coarse Sediment Yield Areas Attachment 2c: Geomorphic Assessment of Receiving Channels Attachment 2d: Flow Control Facility Design
Attachment 3: Structural BMP Maintenance Plan
Attachment 3a: B Structural BMP Maintenance Thresholds and Actions Attachment 3b: Draft Maintenance Agreement (when applicable) Attachment 4: Copy of Plan Sheets Showing Permanent Storm Water BMPs Attachment 5: PDP-Exempt Green Street Memo for San Marcos Blvd Frontage Improvement

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022

ACRONYMS

APN Assessor's Parcel Number
BMP Best Management Practice
HMP Hydromodification Management Plan
HSG Hydrologic Soil Group
MS4 Municipal Separate Storm Sewer System
N/A Not Applicable
NRCS Natural Resources Conservation Service
PDP Priority Development Project
PE Professional Engineer
SC Source Control
SD Site Design
SDRWQCB San Diego Regional Water Quality Control Bo ard SIC Standard Industrial Classification
SWQMP Storm Water Quality Management Plan

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022

PDP SWQMP PREPARER'S CERTIFICATION PAGE

Project Name: San Marcos Restaurant Row
Permit Application Number: [SP22-0004 GPA22-0002 R22-0002 TSM 22-0003 SDP 22-0006]

PREPARER'S CERTIFICATION

I hereby declare that I am the Engineer in Responsible Charge of design of storm water best management practices (BMPs) for this project, and that I have exercised responsible charge over the design of the BMPs as defined in Section 6703 of the Business and Prof essions Code, and that the design is consistent wit h the PDP requirements of the City of San Marcos BMP Design Manual, which is a design manual for compliance with local City of San Marcos and region al MS4 Permit (California Regional Water Quality Control Board San Diego Region Order No. R9-2015-0100) requirements for storm water management.

I have read and understand that the [City Engineer] has adopted minimum requirements for managing urban runoff, including storm water, from land deve lopment activities, as described in the BMP Design Manual. I certify that this PDP SWQMP has been completed to the best of my ability and accurately reflects the project being proposed and the applicable BMPs proposed to minimize the potentially negative impacts of this project's land development activities on water quality. I understand and acknowledge that the plan check review of this PDP SWQMP by the [Cit y Engineer] is confined to a review and does not relieve me, as the Engineer in Responsible Charge o f design of storm water BMPs for this project, of m y responsibilities for project design.

_______________________________No. 71026 Exp. 06-30-25_____________________ Engineer of Work's Signature, PE Number & Expiration Date

_Chelisa Pack_______________________________________________________ Print Name

Project Design Consultants, a Bowman Company_____________________ Company

8/17/23________________________
Date
Engineer's Seal:

____________________

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022
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City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022

PDP SWQMP PROJECT OWNER'S CERTIFICATION PAGE

Project Name: San Marcos Restaurant Row
Permit Application Number: [SP22-0004 GPA22-0002 R22-0002 TSM 22-0003 SDP 22-0006]

PROJECT OWNER'S CERTIFICATION

This PDP SWQMP has been prepared for [Lennar Homes of California, Inc.] by [Project Design Consultants].

The PDP SWQMP is intended to comply with the PDP requirements of the City of San Marcos BMP Design Manual, which is a design manual for compliance wit h local City of San Marcos and regional MS4 Permit (California Regional Water Quality Control Board Sa n Diego Region Order No. R9-2015-0100) requirements for storm water management.

The undersigned, while it owns the subject property , is responsible for the implementation of the provisions of this plan. Once the undersigned trans fers its interests in the property, its successor-i n- interest shall bear the aforementioned responsibili ty to implement the best management practices (BMPs) described within this plan, including ensuri ng on-going operation and maintenance of structural BMPs. A signed copy of this document shall be available on the subject property into perpetuity.

________________________________________________________ Project Owner's Signature

_Ryan Green______________________________________________ Print Name

_Lennar Homes____________________________________________ Company

____________________________
Date

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022
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City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022

SUBMITTAL RECORD

Use this Table to keep a record of submittals of th is PDP SWQMP. Each time the PDP SWQMP is re- submitted, provide the date and status of the project. In column 4 summarize the changes that have been made or indicate if response to plancheck comments is included. When applicable, insert response to plancheck comments behind this page.

Submittal
Number
Date Project Status Summary of Changes
1 7/ 7/2022
 Preliminary Design /
Planning/ CEQA
Final Design
Initial Submittal
2 9/23/2022 Preliminary Design /
Planning/ CEQA
Final Design
Second Submittal
3 11/18/2022 Preliminary Design /
Planning/ CEQA
Final Design
Third Submittal
4 5/3/2023 Preliminary Design /
Planning/ CEQA
Final Design
Fourth Submittal
5 7/1 9/2023 Preliminary Design /
Planning/ CEQA
Final Design
Fifth Submittal

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022

PROJECT VICINITY MAP

Project Name: San Marcos Restaurant Row
Permit Application Number: [SP22-0004 GPA22-0002 R22-0002 TSM 22-0003 SDP 22-0006]

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022

Applicability of Storm Water Best Management Practices (BMP) Requirements (Storm Water Intake Form for all Development Permit Applications) For detailed information please visit:
http://www.san-marcos.net/departments/development-services/stormwater/development-planning Form I -1
[March 15, 2016]
Project Identification
Project Name: San Marcos Restaurant Row
Description: A multi -use project providing live/work units designed to provide a secure access separating the residential space from the commercial space. A proposed park located along the existing floodway is proposed to provide a community garden and can be programmed for special events.

Permit Application Number (if applicable): SP22 -0004 GPA22 -0002 R 22 -0002 TSM 22 -0003 SDP 22 -0006 Date: 7/19/202 3 Project Address: W San Marcos Blvd and Via Vera Cruz , San Marcos, CA 92078 Determination of Requirements
This form is required as part of the City’s application process. The purpose of this form is to identify potential land deve lopment planning storm water requirements that apply to development projects.

Development projects are defined as construction, rehabilitation, redevelopment, or reconstruction of any public or private projects. In addition, the identification of a development project, as it relates to storm water regulations, would truly apply to development and redevelopment activities that have the potential to contact storm water and contribute a source of pollutants, or reduce the natural absorption and infiltration abilities of the land.

To access the BMP Design Manual, Storm Water Quality Management Plan (SWQMP) templates, and other pertinent information related to this program please refer to:
http://www.san-marcos.net/departments/development-services/stormwater/development-planning

Please answer each of the following steps below, starting with Step 1 and progressing through each step until reaching "Stop".

Step Answer Progression
Step 1: Based on the above, Is the project a
"development project" (See definition above)?
See Section 1.3 of the BMP Design Manual for
further guidance if necessary.

Yes Go to Step 2.
No Permanent BMP requirements do not apply. No
SWQMP will be required. Provide brief discussion
below.

STOP.

Discussion / justification if the project is not a "development project" (e.g., the project includes only interior remodels within an existing building):

Step 2: Is the project a Standard Project, Priority
Development Project (PDP), or exception to PDP
definitions?

Standard Project
Only Standard Project requirements apply,
including Standard Project SWQMP. STOP.
 PDP Standard and PDP requirements apply, including
PDP SWQMP. Go to Step 3 on the following page.

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022
To answer this item, complete Form I -2, Project
Type Determination. See Section 1.4 of the BMP
Design Manual in its entirety for guidance.

In addition to Section 1.4, please refer to the
City’s SWQMP Submittal Requirements form.

Exception to PDP
definitions
Standard Project requirements apply, and any
additional requirements specific to the type of
project. Provide discussion and list any additional
requirements below. Prepare Standard Project
SWQMP. STOP.

Discussion / justification, and additional requirements for exceptions to PDP definitions, if applicable:

Form I -1 Page 2 , Form Date: March 15, 2016
Step 3 (PDPs only) . Please answer the list of questions in this section to determine if hydromodification requirements reply to the proposed PDP. Does the project:

Step 3a. Discharge storm water
runoff directly to the Pacific Ocean?
Yes STOP . Hydromodification requirements do not apply.  No Continue to Step 3b.

Step 3b . Discharge storm water
runoff directly to an enclosed
embayment, not within protected
areas?
Yes
STOP . Hydromodification requirements do not apply.
 No Continue to Step 3c.

Step 3c . Discharge storm water
runoff directly to a water storage
reservoir or lake, below spillway or
normal operating level?
Yes
STOP . Hydromodification requirements do not apply.
 No Continue to Step 3d.

Step 3d . Discharge storm water
runoff directly to an area identified in
WMAA?
Yes
STOP . Hydromodification requirements do not apply.
 No Hydromodification requirements apply to the project. Go to Step

4. Discussion / justification if hydromodification control requirements do not apply:

Step 4 (PDPs subject to
hydromodification control
requirements only). Does protection
of critical coarse sediment yield areas
apply based on review of WMAA
Potential Critical Coarse Sediment
Yield Area Map?
See Section 6.2 of the BMP Design
Manual for guidance.

Yes
Management measures required for protection of critical co arse sediment yield areas (Chapter 6.2).

Stop.
 No Management measures not required for protection of critical coarse sediment yield areas.

Provide brief discussion below.

Stop.

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022
Project Type Determination Checklist Form I -2
[March 15, 2016]
Project Information
Project Name /Description : San Marcos Restaurant Row
Permit Application Number (if applicable): SP22 -0004 GPA22 - 0002 R22-0002 TSM 22-0003 SDP 22-0006
Date: 7/10/202 3
Project Address: W San Marcos Blvd and Via Vera Cruz, San Marcos, CA 92078 Project Type Determination: Standard Project or Priority Development Project (PDP) The project is (select one): New Development  Redevelopment The total proposed newly created or replaced impervious area is : 426,888 ft 2 (9.8 ) acres Is the project in any of the following categories, (a) through (f)? Yes

No

(a) New development projects that create 10,000 square feet or more of impervious surfaces (collectively over the entire project site). This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land.

Yes

No

(b) Redevelopment projects that create and/or replace 5,000 square feet or more of impervious surface (collectively over the entire project site on an existing site of 10,000 square feet or more of impervious surfaces). This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land.

Yes

No

(c) New and redevelopment projects that create and/or replace 5,000 square feet or more of impervious surface (collectively over the entire project site), and support one or more of the following uses:
(i) Restaurants. This category is defined as a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification (SIC) code 5812). (ii) Hillside development projects. This category includes development on any natural slope that is twenty-five percent or greater.
(iii) Parking lots. This category is defined as a land area or facility for the temporary parking or storage of motor vehicles used personally, for business, or for commerce.
(iv) Streets, roads, highways, freeways, and driveways. This category is defined as any paved impervious surface used for the transportation of automobiles, trucks, motorcycles, and other vehicles.

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022
Form I -2 Page 2 , Form Date: March 15, 2016
Yes

No

(d) New or redevelopment projects that create and/ or replace 2,500 square feet or more of impervious surface (collectively over the entire project site), and discharging directly to an Environmentally Sensitive Area (ESA). “Discharging directly to” includes flow that is conveyed overland a distance of 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the project to the ESA (i.e. not commingled with flows from adjacent lands).

Note: ESAs are areas that include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Board and San Diego Water Board; State Water Quality Protected Areas; water bodies designated with the RARE beneficial use by the State Water Board and San Diego Water Board; and any other equivalent environmentally sensitive areas which have been identified by the Copermittees. See BMP Design Manual Section 1.4.2 for additional guidance.

Yes

No

(e) New development projects , or redevelopment projects that create and/or replace 5,000 square feet or more of impervious surface, that support one or more of the following uses:
(i) Automotive repair shops. This category is defined as a facility that is categorized in any one of the following SIC codes: 5013, 5014, 5541, 7532- 7534, or 7536-7539.
(ii) Retail gasoline outlets (RGOs). This category includes RGOs that meet the following criteria: (a) 5,000 square feet or more or (b) a projected Average Daily Traffic (ADT) of 100 or more vehicles per day.

Yes

No

(f) New or redevelopment projects that result in the disturbance of one or more acres of land and are expected to generate pollutants post construction.

Note: See BMP Design Manual Section 1.4.2 for additional guidance.

Does the project meet the definition of one or more of the Priority Development Project categories (a) through (f) listed above?
No – the project is not a Priority Development Project (Standard Project).  Yes – the project is a Priority Development Project (PDP).

The following is for redevelopment PDPs only:

The area of existing (pre-project) impervious area at the project site is: __474,804__ ft 2 (A)
The total proposed newly created or replaced impervious area is __426,888__ ft 2 (B) Percent impervious surface created or replaced (B/A)*100: _90_% The percent impervious surface created or replaced is (select one based on the above calculation):
less than or equal to fifty percent (50%) – only new impervious areas are considered PDP OR
 greater than fifty percent (50%) – the entire project site is a PDP

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022
Site Information Checklist
For PDPs
Form I-3B (PDPs)
[March 15, 2016]
Project Summary Information
Project Name San Marcos Restaurant Row
Project Address W San Marcos Blvd and Via Vera Cruz, San Marcos, CA 92078
Assessor's Parcel Number(s) (APN(s)) 219 -200 -30, 31, 45 Permit Application Number SP22 -0004 GPA22 -0002 R 22 -0002 TSM 22 -0003 SDP 22-0006
Project Hydrologic Unit Select One:
Santa Margarita 902
San Luis Rey 903
 Carlsbad 904
San Dieguito 905
Penasquitos 906
San Diego 907
Pueblo San Diego 908
Sweetwater 909
Otay 910
Tijuana 911
Project Watershed
(Complete Hydrologic Unit, Area, and Subarea
Name with Numeric Identifier)
San Marcos (904.5)
Parcel Area
(total area of Assessor's Parcel(s) associated
with the project)

___10.5_____ Acres (___457,380___ Square Feet)
Area to be Disturbed by the Project
(Project Area)

___10.9_ Acres (___474,804__ Square Feet)
Project Proposed Impervious Area
(subset of Project Area)

___9.8___ Acres (___426,888__ Square Feet)
Project Proposed Pervious Area
(subset of Project Area)

___1.1__ Acres (___47,916_ Square Feet)
Note: Proposed Impervious Area + Proposed Pervious Area = Area to be Disturbed by the Project.

This may be less than the Parcel Area.

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022
Form I-3B Page 2 of 10 , Form Date: March 15 , 201 6
Descrip tion of Existing Site Condition
Current Status of the Site (select all that apply):
 Existing development
Previously graded but not built out
Demolition completed without new construction
Agricultural or other non-impervious use
Vacant, undeveloped/natural

Description / Additional Information:

Existing Land Cover Includes (select all that apply) :
 Vegetative Cover
 Non-Vegetated Pervious Areas
 Impervious Areas

Description / Additional Information:

Underlying Soil belongs to Hydrologic Soil Group (select all that apply) :
NRCS Type A
NRCS Type B
 NRCS Type C
 NRCS Type D

Approximate Depth to Groundwater (GW) : Geotech letter states approximately 7 feet – 21 feet below existing ground surface.
GW Depth < 5 feet
 5 feet < GW Depth < 10 feet
10 feet < GW Depth < 20 feet
GW Depth > 20 feet

Existing Natural Hydrologic Features (select all that apply):
Watercourses
Seeps
Springs
Wetlands
None

Description / Additional Information:

An existing floodway runs approximately through the center of the project. However, this floodway is within an existing parking lot and does not represent a natural watercourse.

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022
Form I-3B Page 3 of 10 , Form Date: March 15, 2016
Description of Existing Site Drainage Patterns
How is storm water runoff conveyed from the site? At a minimum, this description should answer:
(1) whether existing drainage conveyance is natural or urban; (2) Is runoff from offsite conveyed through the site? if yes, quantify all offsite drainage areas, design flows, and locations where offsite flows enter the project site, and summarize how such flows are conveyed through the site;
(3)Provide details regarding existing project site drainage conveyance network, including any existing storm drains, concrete channels, swales, detention facilities, storm water treatment facilities, natural or constructed channels; and
(4) Identify all discharge locations from the existing project site along with a summary of conveyance system size and capacity for each of the discharge locations. Provide summary of the pre-project drainage areas and design flows to each of the existing runoff discharge locations.

Describe existing site drainage patterns:

The project site is bounded by West San Marcos Boulevard and Via Vera Cruz. The project lies within an existing 100-year floodway and floodplain, just downstream of the San Marcos Creek highway 78 Splitflow. Under existing condition, the project area consist of commercial development with a large parking lot area and a number of restaurants. The project site generally drains towards the center, towards the middle of the large parking lot. Surface grates along the project site collect project runoff and convey the runoff towards an existing 30” pipe that runs through the project site. This 30” pipe connects the 36” x 60” elliptical pipe in Via Vera Cruz to an existing concrete channel west of the site.

San Marcos Creek is located southwest of the project site, downstream of the project outfall point.

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022
Form I-3B Page 4 of 10 , Form Date: March 15, 2016
Description of Proposed Site Development
Project Description / Proposed Land Use and/or Activities:

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

List/describe proposed impervious features of the project (e.g., buildings, roadways, parking lots, courtyards, athletic courts, other impervious features):

Some impervious features from the project include proposed residential and commercial buildings, private roads, and parking lots.

List/describe proposed pervious features of the project (e.g., landscape areas):

Pervious features in the project include a flood-park along the floodway of the site designed in anticipation of inundation during large rain events, as well as some vegetation along the residential areas.

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022
Does the project include grading and changes to site topography?  Yes
No

Description / Additional Information:

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022
Form I-3B Page 5 of 10 , Form Date: March 15, 2016
Description of Proposed Site Drainage Patterns
Does the project include changes to site drainage (e.g., installation of new storm water conveyance systems)?
 Yes
No

If yes, provide details regarding the proposed project site drainage conveyance network, including storm drains, concrete channels, swales, detention facilities, storm water treatment facilities, natural or constructed channels, and the method for conveying offsite flows through or around the proposed project site. Identify all discharge locations from the proposed project site along with a summary of the conveyance system size and capacity for each of the discharge locations. Provide a summary of pre- and post-project drainage areas and design flows to each of the runoff discharge locations. Reference the drainage study for detailed calculations.

Describe proposed site drainage patterns:

The project site will generally maintain existing drainage patterns, the project site drains to the center towards the proposed flood-park. Most of the roof drainage for the residential motorcourts will drain to the center of their courtyards and collected in an inlet and conveyed through storm drain. Water quality requirements will be addressed with modular wetland systems and hydromodification requirements will be addressed with underground storage vaults. The entire project site will drain to a proposed dual 36- inch pipe and/or box culvert that will replace the existing 30-inch pipe with a new alignment. A proposed 30” pipe will connect the existing 30” pipe to the new alignment pipe. This connection will occur within project boundary limits to avoid offsite improvements to the neighbor’s property. A proposed dual 36” pipe is proposed that will transition to a dual RCB after it picks up the northern offsite run-on near Private Drive ‘K’. The dual RCB will then discharge to an existing concrete channel on the west side of the project. The post-project 100-year design flow for the project’s discharge point is less than the existing condition because in the project site reduces imperviousness in the post-project condition. For more information on the drainage analysis of this site, please refer to the Drainage Report prepared by PDC.

In addition, offsite improvements along the southeast area of the project will include improvements near the existing Buffalo Wild Wings. These improvements will increase the tributary area to an existing Modular Wetland Unit. The existing modular wetland is significantly larger than the minimum required, based on the 1.5 times the water quality flow rate calculated using the post-project’s tributary drainage area. See calculations provided in Attachment 1a for the revised tributary area and calculation regarding this existing MWS. The increase in tributary area is adequate for this existing Modular Wetland Unit.

Note that even though the existing Buffalo Wild Wings was permitted prior to the current storm water permit, the existing MWS is adequate for the current stormwater requirements.

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022
Form I-3B Page 6 of 10 , Form Date: March 15, 2016
Identify whether any of the following features, activities, and/or pollutant source ar eas will be present (select all that apply):
On-site storm drain inlets
Interior floor drains and elevator shaft sump pumps
Interior parking garages
Need for future indoor & structural pest control
 Landscape/Outdoor Pesticide Use
Pools, spas, ponds, decorative fountains, and other water features  Food service
Refuse areas
Industrial processes
Outdoor storage of equipment or materials
Vehicle and Equipment Cleaning
Vehicle/Equipment Repair and Maintenance
Fuel Dispensing Areas
Loading Docks
 Fire Sprinkler Test Water
Miscellaneous Drain or Wash Water
 Plazas, sidewalks, and parking lots

Description / Additional Information:

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022
Form I-3B Page 7 of 10 , Form Date: March 15, 2016
Identification and Narrative of Receiving Water and Pollutants of Concern Describe flow path of storm water from the project site discharge location(s), through urban storm conveyance systems as applicable, to receiving creeks, rivers, and lagoons as applicable, and ultimate discharge to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable):

The project site discharges the proposed dual 36” pipe to an existing concrete channel that flows west towards South Las Posas Road, and discharges to a natural channel west of South Las Posas Road and North of West San Marcos Blvd. Runoff continues south and commingles with San Marcos Creek.

List any 303(d) impaired water bodies within the path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable), identify the pollutant(s)/stressor(s) causing impairment, and identify any TMDLs and/or Highest Priority Pollutants from the WQIP for the impaired water bodies:
303(d) Impaired Water Body Pollutant(s)/Stressor(s)
TMDLs / WQIP Highest
Priority Pollutant
San Marcos Creek Bifenthrin, Nitrogen, Pyrethroids, Total Dissolved Solids, Benthic Community
Effects, DDE, Phosphorus, Selenium,
Toxicity, Indicator Bacteria

Identification of Project Site Pollutants*
*Identification of project site pollutants is only required if flow-thru treatment BMPs are implemented onsite in lieu of retention or biofiltration BMPs (note the project must also participate in an alternative compliance program unless prior lawful approval to meet earlier PDP requirements is demonstrated)
Identify pollutants expected from the project site based on all proposed use(s) of the site (see BMP Design Manual Appendix B.6):

Pollutant
Not Applicable to the
Project Site
Expected from the
Project Site
Also a Receiving Water
Pollutant of Concern
Sediment X
Nutrients X X
Heavy Metals X
Organic Compounds X
Trash & Debris X
Oxygen Demanding
Substances X
Oil & Grease X
Bacteria & Viruses X X
Pesticides X

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022
Form I-3B Page 8 of 10 , Form Date: March 15, 2016
Hydromodification Management Requirements
Do hydromodification management requirements apply (see Section 1.6 of the BMP Design Manual)? Yes, hydromodification management flow control structural BMPs required. No, the project will discharge runoff directly to existing underground storm drains discharging directly to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean. No, the project will discharge runoff directly to conveyance channels whose bed and bank are concrete-lined all the way from the point of discharge to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean.
No, the project will discharge runoff directly to an area identified as appropriate for an exemption by the WMAA for the watershed in which the project resides.

Description / Additional Information (to be provided if a 'No' answer has been selected above):

Critical Coarse Sediment Yield Areas*
*This Section only required if hydromodification management requirements apply Based on the maps provided within the WMAA, do potential critical coarse sediment yield areas exist within the project drainage boundaries?
Yes
 No, No critical coarse sediment yield areas to be protected based on WMAA maps

If yes, have any of the optional analyses presented in Section 6.2 of the BMP Design Manual been performed?
6.2.1 Verification of Geomorphic Landscape Units (GLUs) Onsite 6.2.2 Downstream Systems Sensitivity to Coarse Sediment 6.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite No optional analyses performed, the project will avoid critical coarse sediment yield areas identified based on WMAA maps

If optional analyses were performed, what is the final result? No critical coarse sediment yield areas to be protected based on verification of GLUs onsite Critical coarse sediment yield areas exist but additional analysis has determined that protection is not required. Documentation attached in Attachment 2.b of the SWQMP. Critical coarse sediment yield areas exist and require protection. The project will implement management measures described in Sections 6.2.4 and 6.2.5 as applicable, and the areas are identified on the SWQMP Exhibit.

Discussion / Additional Information:

No potential critical coarse sediment yield areas existing within the project boundaries.

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022
Form I-3B Page 9 of 10 , Form Date: March 15, 2016
Flow Control for Post -Project Runoff*
*This Section only required if hydromodification management requirements apply List and describe point(s) of compliance (POCs) for flow control for hydromodification management (see Section 6.3.1). For each POC, provide a POC identification name or number correlating to the project's HMP Exhibit and a receiving channel identification name or number correlating to the project's HMP Exhibit.

There is only one POC for this project, which for the purposes of the hydromodification analysis is the discharge point into the existing concrete channel west of the project site.

Has a geomorphic assessment been performed for the receiving channel(s)? No, the low flow threshold is 0.1Q2 (default low flow threshold) Yes, the result is the low flow threshold is 0.1Q2
Yes, the result is the low flow threshold is 0.3Q2
 Yes, the result is the low flow threshold is 0.5Q2

If a geomorphic assessment has been performed, provide title, date, and preparer:

“Hydromodification Screening for Restaurant Row”, dated September 20, 2022 prepared by Chang Consultants. Report can be found in Attachment 2d.

Discussion / Additional Information: (optional)

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022
Form I-3B Page 10 of 10 , Form Date: March 15, 2016
Other Site Requirements and Constraints
When applicable, list other site requirements or constraints that will influence storm water management design, such as zoning requirements including setbacks and open space, or local codes governing minimum street width, sidewalk construction, allowable pavement types, and drainage requirements.

Optional Additional Information or Continuation of Previous Sections As Needed This space provided for additional information or continuation of information from previous sections as needed.

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022
Source Control BMP Checklist
for All Development Projects
(Standard Projects and Priority Development Projects)
Form I -4
[March 15, 2016]
Project Identification
Project Name : San Marcos Restaurant Row
Permit Application Number
Source Control BMPs
All development projects must implement source control BMPs SC -1 through SC -6 where applicable and feasible. See Chapter 4 and Appendix E of the Model BMP Design Manual for information to implement source control BMPs shown in this checklist.

Answer each category below pursuant to the following.
• "Yes" means the project will implement the source control BMP as described in Chapter 4 and/or Appendix E of the Model BMP Design Manual. Discussion / justification is not required. • "No" means the BMP is applicable to the project but it is not feasible to implement. Discussion / justification must be provided.
• "N/A" means the BMP is not applicable at the project site because the project does not include the feature that is addressed by the BMP (e.g., the project has no outdoor materials storage areas).

Discussion / justification may be provided.

Source Control Requirement Applied?
SC -1 Prevention of Illicit Discharges into the MS4  Yes No N/A Discussion / justif ication if SC -1 not implemented

SC -2 Storm Drain Stenciling or Signage  Yes No N/A Discussion / justification if SC -2 not implemented:

SC -3 Protect Outdoor Materials Storage Areas from Rainfall, Run -On, Runoff, and Wind Dispersal
 Yes No N/A
Discussion / justification if SC -3 not implemented:

SC -4 Protect Materials Stored in Outdoor Work Areas from Rainfall, Run-On, Runoff, and Wind Dispersal
 Yes No N/A
Discussion / justification if SC -4 not implemented:

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022
Form I -4 Page 2 of 2 , Form Date: March 15, 2016
Source Control Requirement Applied?
SC -5 Protect Trash Storage Areas from Rainfall, Run -On, Runoff, and Wind Dispersal
 Yes No N/A
Discussion / justification if SC -5 not implemented:

SC -6 Additional BMPs Based on Potential Sources of Runoff Pollutants (must answer for each source listed below)
On-site storm drain inlets
Interior floor drains and elevator shaft sump pumps
Interior parking garages
Need for future indoor & structural pest control
 Landscape/Outdoor Pesticide Use
Pools, spas, ponds, decorative fountains, and other water features  Food service
Refuse areas
Industrial processes
Outdoor storage of equipment or materials
Vehicle and Equipment Cleaning
Vehicle/Equipment Repair and Maintenance
Fuel Dispensing Areas
Loading Docks
 Fire Sprinkler Test Water
Miscellaneous Drain or Wash Water
 Plazas, sidewalks, and parking lots

 Yes
Yes
Yes
Yes
 Yes
Yes
 Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
 Yes
Yes
 Yes

No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No

N/A
 N/A
 N/A
 N/A
N/A
 N/A
N/A
 N/A
 N/A
 N/A
 N/A
 N/A
 N/A
 N/A
N/A
 N/A
N/A
Discussion / justification if SC -6 not implemented. Clearly identify which sources of runoff pollutants are discussed. Justification must be provided for all "No" answers shown above.

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022
Site Design BMP Checklist
for All Development Projects
(Standard Projects and Priority Development Projects)
Form I -5
[March 15, 2016]
Project Identification
Project Name : San Marcos Restaurant Row
Permit Application Number
Site Design BMPs
All development projects must implement site design BMPs SD -1 through SD -8 where applicable and feasible. See Chapter 4 and Appendix E of the Model BMP Design Manual for information to implement site design BMPs shown in this checklist.

Answer each category below pursuant to the following.
• "Yes" means the project will implement the site design BMP as described in Chapter 4 and/or Appendix E of the Model BMP Design Manual. Discussion / justification is not required. • "No" means the BMP is applicable to the project but it is not feasible to implement. Discussion / justification must be provided.
• "N/A" means the BMP is not applicable at the project site because the project does not include the feature that is addressed by the BMP (e.g., the project site has no existing natural areas to conserve).

Discussion / justification may be provided.

Site Design Requirement Applied?
SD -1 Maintain Natural Drainage Pathways and Hydrologic Features  Yes No N/A Discussion / justification if SD -1 not implemented:

SD -2 Conserve Natural Areas, Soils, and Vegetation  Yes No N/A Discussion / justification if SD -2 not implemented:

SD -3 Minimize Impervious Area  Yes No N/A
Discussion / justification if SD -3 not implemented:

SD -4 Minimize Soil Compaction  Yes No N/A
Discussion / justification if SD -4 not implemented:

SD -5 Impervious Area Dispersion  Yes No N/A
Discussion / justification if SD -5 not implemented:

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022
Form I -5 Page 2 of 2 , Form Date: March 15, 2016
Site Design Requirement Applied?
SD -6 Runoff Collection Yes No  N/A
Discussion / justification if SD -6 not implemented:

SD -7 Landscaping with Native or Drought Tolerant Species  Yes No N/A
Discussion / justification if SD -7 not implemented:

SD -8 Harvesting and Using Precipitation Yes 
No
N/A
Discussion / justification if SD -8 not implemented:

Harvesting is not feasible in this project

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022
Summary of PDP Structural BMPs Form I-6 (PDPs)
[March 15, 2016]
Project Identification
Project Name: San Marcos Restaurant Row
Permit Application Number SP22-0004 GPA22-0002 R22-0002 TSM 22-0003 SDP 22-0006 PDP Structural BMPs
All PDPs must implement structural BMPs for storm water pollutant control (see Chapter 5 of the BMP Design Manual). Selection of PDP structural BMPs for storm water pollutant control must be based on the selection process described in Chapter 5. PDPs subject to hydromodification management requirements must also implement structural BMPs for flow control for hydromodification management (see Chapter 6 of the BMP Design Manual). Both storm water pollutant control and flow control for hydromodification management can be achieved within the same structural BMP(s).

PDP structural BMPs must be verified by the local jurisdiction at the completion of construction. This may include requiring the project owner or project owner's representative and engineer of record to certify construction of the structural BMPs (see Section 1.12 of the BMP Design Manual). PDP structural BMPs must be maintained into perpetuity, and the local jurisdiction must confirm the maintenance (see Section 7 of the BMP Design Manual).

Use this form to provide narrative description of the general strategy for structural BMP implementation at the project site in the box below. Then complete the PDP structural BMP summary information sheet (page 3 of this form) for each structural BMP within the project (copy the BMP summary information page as many times as needed to provide summary information for each individual structural BMP).

Describe the general strategy for structural BMP implementation at the site. This information must describe how the steps for selecting and designing storm water pollutant control BMPs presented in Section 5.1 of the BMP Design Manual were followed, and the results (type of BMPs selected). For projects requiring hydromodification flow control BMPs, indicate whether pollutant control and flow control BMPs are integrated or separate.

The project site is anticipated to be a no-infiltration site, see Form I-8 provided from the Geotechnical Engineer in Attachment 1d. The majority of the site will drain to underground vaults for hydromodification mitigation sized with a 0.5Q2 water quality threshold, see project’s SCCRWP prepared by Chang Consultants for the downstream channel assessment. Three underground vaults are proposed for hydromodification and six modular wetlands are proposed for water quality treatment.

The southern portions of the site will drain to their corresponding underground vaults and then low flows will drain to a modular wetland unit for water quality treatment. Since the modular wetland is situated downstream of the vault, and the vault detains the water quality capture volume, the modular wetland unit is sized based on a volume-basis for water quality treatment. The BMP sizing is based on the percent capture method and volume-based sizing methodology, to ensure that the vault and modular wetland are sized adequately.

Specifically, as described in the Section B.4.2 of the City BMP Design Manual, based on the Percent Capture Method, capturing and treating 0.85 times the DCV with a 12-hour drawdown is equivalent to capturing and treating 1.5 times the DCV with a 36-hour drawdown. A 9-hour drawdown is utilized as well for BMP 2A & 2B with treating 0.72 times the DCV. The “default” sizing methodology for proprietary biofiltration is 1.5 times the water quality flowrate, but in this case the BMPs will be sized based on the percent capture method and the volume-based sizing methodology. (Continue on page 2 as necessary.)

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022
Form I-6 Page 2 of 11, Form Date: March 15, 2016
(Page reserved for continuation of description of general strategy for structural BMP implementation at the site)
(Continued from page 1)
The northern portion of the site drains to a modular wetland first; before draining to its corresponding hydromodification vault. This modular wetland is designed as a flow-rate based BMP (1.5 times the water quality flowrate) since it is upstream of the vault. This modular wetland unit collects runoff from the gutter and shallow area drains along the buildings before discharging to the vault for hydromodification mitigation. Surface runoff will be conveyed through a curb inlet which will then convey low-flow runoff through a DVERT to the modular wetland unit for water quality treatment. Once onsite runoff gets treated through the MWS, it will be conveyed towards the underground vault for flow control before it discharges to the POC. High flows from the proposed curb inlet are also routed to the underground vault.

The new impervious area within the park will be treated by vegetated modular wetland systems. Two separate units are proposed for the development along the floodway limits, one that treats the park and another to treat Private Drive ‘G’ separately.

In addition, another modular wetland is proposed in the north eastern portion of the site to treat the edge condition improvements along with the project run-on tributary to the site. The treatment of this run-on will serve as an offset for the rest of the edge condition improvements that are difficult to treat.

This offset will serve as a “treatment swap”; see the DMA Exhibit in Attachment 1a for the delineation and calculation of the treatment swap area. In addition, the edge condition improvements along the southeast portion of the project increased the tributary area for the existing modular wetland unit built with the recent Buffalo Wild Wings project. The as-builts for Buffalo Wild Wings show that this unit was oversized; therefore, this unit is able to treat the additional area, see associated calculations in Attachment 1e. Also, see the hydromodification report in Attachment 2d.

Note that the treatment swap approach is proposed in order to meet the overall permit compliance for the total disturbed project footprint. The edge condition grading resulted in perimeter drainage areas along the property limits that were difficult to capture and treat, due to necessity to tie into existing grades along the property edges. The treatment swap approach will treat more than the required treatment area, due to the proposed treatment of some runon. If the project’s adjacent properties redevelop in the future, it is anticipated that the majority of the bypass perimeter areas will be collected and treated with future BMPs along with the rest of the adjoining property limits per the potential future redevelopment projects.

Also, note that the current City of San Marcos BMP Design Manual is dated February 2016. The current BMP Design Manual states that volume retention requirements are not applicable to the project, since it is a “no-infiltration” site. The City may update the manual in the future, but this project is being designed to comply with current City requirements.

Form I-6 Page 2 of X, Form Date: March 15, 2016
(Page reserved for continuation of description of general strategy for structural BMP implementation at the site)
City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022
(Continued from page 2)
The project also proposes improvements in San Marcos Boulevard along the project frontage. These improvements include a small side median and some improvements to the existing center median and parkway improvements. Water quality treatment for these improvements will be addressed under the Green Streets criteria, see the Green Streets report in Appendix 5 for San Marcos Boulevard improvements. It is anticipated that current Green Streets requirements will be met with the proposed additional landscaping and green street elements in the medians, and the proposed street trees along the project’s frontage.

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022
Form I -6 Page 3 of 11 Form Date: March 15, 2016
Structural BMP Summary Information
(Copy this page as needed to provide information for each individual proposed structural BMP) Structural BMP ID No. BMP 1B
Construction Plan Sheet No.

Type of structural BMP:
Retention by harvest and use (HU-1)
Retention by infiltration basin (INF-1)
Retention by bioretention (INF-2)
Retention by permeable pavement (INF-3)
Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1)
Biofiltration with Nutrient Sensitive Media Design (BF-2) Proprietary Biofiltration (BF-3) meeting all requirements of Appendix F Flow-thru treatment control with prior lawful approval to meet earlier PDP requirements (provide BMP type/description in discussion section below)
Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below)
Flow-thru treatment control with alternative compliance (provide BMP type/description in discussion section below)
Detention pond or vault for hydromodification management Other (describe in discussion section below)

Purpose:
Pollutant control only
Hydromodification control only
Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP
Other (describe in discussion section below)

Who will certify construction of this BMP?
Provide name and contact information for the
party responsible to sign BMP verification forms if
required by the [City Engineer] (See Section 1.12 of
the BMP Design Manual)
Project Design Consultants
619.235.6471
Chelisa Pack, RCE 71026
Who will be the final owner of this BMP?

HOA
Who will maintain this BMP into perpetuity?

HOA
What is the funding mechanism for maintenance?

HOA funded

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022
Form I -6 Page 4 of 11 Form Date: March 15, 2016
Structural BMP Summary Information
(Copy this page as needed to provide information for each individual proposed structural BMP) Structural BMP ID No. BMP 2B
Construction Plan Sheet No.

HOA
Who will maintain this BMP into perpetuity?

HOA
What is the funding mechanism for maintenance?

HOA funded

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022
Form I -6 Page 5 of 11 Form Date: March 15, 2016
Structural BMP Summary Information
(Copy this page as needed to provide information for each individual proposed structural BMP) Structural BMP ID No. BMP 3B
Construction Plan Sheet No.

HOA
Who will maintain this BMP into perpetuity?

HOA
What is the funding mechanism for maintenance?

HOA funded

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022
Form I -6 Page 6 of 11 Form Date: March 15, 2016
Structural BMP Summary Information
(Copy this page as needed to provide information for each individual proposed structural BMP) Structural BMP ID No. BMP 4
Construction Plan Sheet No.

HOA
Who will maintain this BMP into perpetuity?

HOA
What is the funding mechanism for maintenance?

HOA

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022
Form I-6 Page 7 of 11 Form Date: March 15, 2016
Structural BMP Summary Information
(Copy this page as needed to provide information for each individual proposed structural BMP) Structural BMP ID No. BMP 5
Construction Plan Sheet No.

Type of structural BMP:
 Retention by harvest and use (HU-1)
 Retention by infiltration basin (INF-1)
 Retention by bioretention (INF-2)
 Retention by permeable pavement (INF-3)
 Partial retention by biofiltration with partial retention (PR-1)  Biofiltration (BF-1)
 Biofiltration with Nutrient Sensitive Media Design (BF-2)  Proprietary Biofiltration (BF-3) meeting all requirements of Appendix F  Flow-thru treatment control with prior lawful approval to meet earlier PDP requirements (provide BMP type/description in discussion section below)
 Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below)
 Flow-thru treatment control with alternative compliance (provide BMP type/description in discussion section below)
 Detention pond or vault for hydromodification management  Other (describe in discussion section below)

Purpose:
 Pollutant Control Only
 Hydromodification control only
 Combined pollutant control and hydromodification control  Pre-treatment/forebay for another structural BMP
 Other (describe in discussion section below)

Public. City-owned.

Who will maintain this BMP into perpetuity?

City of San Marcos
What is the funding mechanism for maintenance?

City of San Marcos

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022
Form I -6 Page 8 of 11 Form Date: March 15, 2016
Structural BMP Summary Information
(Copy this page as needed to provide information for each individual proposed structural BMP) Structural BMP ID No. BMP 6
Construction Plan Sheet No.

Type of structural BMP:
Retention by harvest and use (HU-1)
Retention by infiltration basin (INF-1)
Retention by bioretention (INF-2)
Retention by permeable pavement (INF-3)
Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1)
Biofiltration with Nutrient Sensitive Media Design (BF-2)  Proprietary Biofiltration (BF-3) meeting all requirements of Appendix F Flow-thru treatment control with prior lawful approval to meet earlier PDP requirements (provide BMP type/description in discussion section below)
Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below)
Flow-thru treatment control with alternative compliance (provide BMP type/description in discussion section below)
Detention pond or vault for hydromodification management Other (describe in discussion section below)

Purpose:
 Pollutant Control Only
Hydromodification control only
Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP
Other (describe in discussion section below)

HOA
Who will maintain this BMP into perpetuity?

HOA
What is the funding mechanism for maintenance?

HOA funded

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022
Form I -6 Page 9 of 11 Form Date: March 15, 2016
Structural BMP Summary Information
(Copy this page as needed to provide information for each individual proposed structural BMP) Structural BMP ID No. BMP 1A
Construction Plan Sheet No.

Type of structural BMP:
Retention by harvest and use (HU-1)
Retention by infiltration basin (INF-1)
Retention by bioretention (INF-2)
Retention by permeable pavement (INF-3)
Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1)
Biofiltration with Nutrient Sensitive Media Design (BF-2) Proprietary Biofiltration (BF-3) meeting all requirements of Appendix F Flow-thru treatment control with prior lawful approval to meet earlier PDP requirements (provide BMP type/description in discussion section below)
Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below)
Flow-thru treatment control with alternative compliance (provide BMP type/description in discussion section below)
Detention pond or vault for hydromodification management Other (describe in discussion section below)

Purpose:
Pollutant Control Only
Hydromodification control only
Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP
Other (describe in discussion section below)

HOA
Who will maintain this BMP into perpetuity?

HOA
What is the funding mechanism for maintenance?

HOA funded

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022
Form I -6 Page 10 of 11 Form Date: March 15, 2016
Structural BMP Summary Information
(Copy this page as needed to provide information for each individual proposed structural BMP) Structural BMP ID No. BMP 2A
Construction Plan Sheet No.

Type of structural BMP:
Retention by harvest and use (HU-1)
Retention by infiltration basin (INF-1)
Retention by bioretention (INF-2)
Retention by permeable pavement (INF-3)
Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1)
Biofiltration with Nutrient Sensitive Media Design (BF-2) Proprietary Biofiltration (BF-3) meeting all requirements of Appendix F Flow-thru treatment control with prior lawful approval to meet earlier PDP requirements (provide BMP type/description in discussion section below)
Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below)
Flow-thru treatment control with alternative compliance (provide BMP type/description in discussion section below)
Detention pond or vault for hydromodification management Other (describe in discussion section below)

HOA
Who will maintain this BMP into perpetuity?

HOA
What is the funding mechanism for maintenance?

HOA funded

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022
Form I -6 Page 11 of 11 Form Date: March 15, 2016
Structural BMP Summary Information
(Copy this page as needed to provide information for each individual proposed structural BMP) Structural BMP ID No. BMP 3A
Construction Plan Sheet No.

Type of structural BMP:
Retention by harvest and use (HU-1)
Retention by infiltration basin (INF-1)
Retention by bioretention (INF-2)
Retention by permeable pavement (INF-3)
Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1)
Biofiltration with Nutrient Sensitive Media Design (BF-2) Proprietary Biofiltration (BF-3) meeting all requirements of Appendix F Flow-thru treatment control with prior lawful approval to meet earlier PDP requirements (provide BMP type/description in discussion section below)
Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below)
Flow-thru treatment control with alternative compliance (provide BMP type/description in discussion section below)
Detention pond or vault for hydromodification management Other (describe in discussion section below)

HOA
Who will maintain this BMP into perpetuity?

HOA
What is the funding mechanism for maintenance?

HOA funded

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022
ATTACHMENT 1

BACKUP FOR PDP POLLUTANT CONTROL BMPS

This is the cover sheet for Attachment 1.

Indicate which Items are Included behind this cover sheet:

Attachment
Sequence
Contents Checklist
Attachment 1a DMA Exhibit ( Required )

See DMA Exhibit Checklist on the back of
this Attachment cover sheet.

 Included

Attachment 1b Tabular Summary of DMAs Showing
DMA ID matching DMA Exhibit, DMA
Area, and DMA Type (Required)*

*Provide table in this Attachment OR on
DMA Exhibit in Attachment 1a

 Included on DMA Exhibit in
Attachment 1a
Included as Attachment 1b, separate
from DMA Exhibit

Attachment 1c Form I -7, Harvest and Use Feasibility
Screening Checklist (Required unless the
entire project will use infiltration BMPs)

Refer to Appendix B.3-1 of the BMP
Design Manual to complete Form I-7.

 Included
Not included because the entire
project will use infiltration BMPs

Attachment 1d Form I -8, Categorization of Infiltration Feasibility Condition (Required unless
the project will use harvest and use
BMPs)

Refer to Appendices C and D of the BMP
Design Manual to complete Form I-8.

 Included
Not included because the entire
project will use harvest and use
BMPs

Attachment 1e Pollutant Control BMP Design
Worksheets / Calculations (Required)

Refer to Appendices B and E of the BMP
Design Manual for structural pollutant
control BMP design guidelines


Included

ATTACHMENT 1A
City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022
Use this checklist to ensure the required information has been included on the DMA Exhibit:

The DMA Exhibit must identify:

 Underlying hydrologic soil group
 Approximate depth to groundwater
 Existing natural hydrologic features ( watercourses, seeps, springs, wetlands) Critical coarse sediment yield areas to be protected
 Existing topography and impervious areas
 Existing and proposed site drainage network and connections to drainage offsite Proposed demolition
 Proposed grading
 Proposed impervious features
 Proposed design features and surface treatments used to minimize imperviousness  Drainage management area (DMA) boundaries, DMA ID numbers, and DMA areas (square footage or acreage), and DMA type (i.e., drains to BMP, self-retaining, or self-mitigating) Potential pollutant source areas and corresponding required source controls (see Chapter 4, Appendix E.1, and Form I-3B)
 Structural BMPs (identify location, type of BMP, and size/detail)

P3BP2AP3BP2AP3BP2A
P1Brev.P1B
P1BP4
P1D
P1CP3AP1BP2BP1AP1D P2Brev.P1Arev.P1Drev.P1Brev.P3Arev.P1Crev.

P1Brev.P4rev.

P1Drev.P1D
P4 P4rev.

PrimaryUtility Closet
Secondary UtilityCloset
FireRiser
P1Drev.

ACCESSIBLERESIDENTIALFIRST FLOOR ACCESSIBLERESIDENTIALFIRST FLOOR LowVoltageFireRiser
17RUP
17RUP
17RUP
17RUP
17RUP
17RUP
17RUP
17RUP
17RUP17RUP 17RUP17RUP
17RUP
17RUP
17RUP17RUP
17RUP17RUP
RT-P1RT-P1RT-P1
RT-P1RT-P1A

STOOPSTOOPSTOOPSTOOPSTOOP

GARAGEGARAGEGARAGEGARAGEGARAGEFIRERISER

STOOPSTOOPSTOOPSTOOPSTOOP
RT-P1RT-P1ART-P1RT-P1AGARAGEGARAGEGARAGEGARAGERT-P1GARAGEMU-P2MU-P2RES. GARAGERES. GARAGEFIRERISER COMMERCIALELEC.
17RUP17RUP17RUP17RUP
P5
P6
P5
P6

FIRERISER
17R UP
17RUP
17RUP
17R UP
17R UP
P3
P1P2
P4P6

FIRE RISER
17R UP
17RUP
17RUP 17RUP17RUP
P6
P1P2
P5
P5

FIRE RISER
17RUP
17R UP
17RUP
17RUP17RUP
P6A
P1P2
P5
P5

FIRE RISER
17R UP17R UP
17R UP 17R UP
17RUP17RUP
P3P4P6P5P4P3

FIRE RISER
17R UP
17RUP
17RUP
17R UP
17R UP
17RUP
P5
P6A
P3P4
P1P2

FIRE RISER
17R UP
17R UP
17RUP
17RUP
17R UP
17RUP17RUP
P3P4
P2
P5
P1
P6
P6A
FIRE RISER17R UP
17R UP
17RUP
17RUP 17RUP 17RUP 17RUP
17R UP
17RUPP1P4 P5P6AP6 P5 P4P6 P3

FIRERISER
MU-P2MU-P2

STOOPSTOOPSTOOPSTOOP
RT-P1RT-P1RT-P1RT-P1GARAGEGARAGEGARAGEGARAGERES. GARAGERES. GARAGE

FIRERISER

COMMERICALTRASH
COMMERCIALELEC.

STOOPSTOOPSTOOP
RT-P1ART-P1GARAGEGARAGERT-P1GARAGEMU-P2MU-P2RES. GARAGERES. GARAGE MU-P2MU-P2RES. GARAGERES. GARAGE FIRERISERCOMMERCIALELEC.

P3BP2AP3BP2AP3BP2A
P1Brev. P1B
P1BP4
P1D
P1CP3AP1BP2BP1AP1DP2Brev.P1Arev.P1Drev.P1Brev.P3Arev.P1Crev.

P1Brev.P4rev.

P1Drev. P1D
P4P4rev.

PrimaryUtility Closet
Secondary UtilityCloset
FireRiser
P1Drev.

ACCESSIBLERESIDENTIALFIRST FLOOR

ACCESSIBLERESIDENTIALFIRST FLOOR
LowVoltageFireRiser
17RUP
17RUP
17RUP
17RUP
17RUP
17RUP
17RUP
17RUP
17RUP 17RUP17RUP 17RUP
17RUP
17RUP
17RUP 17RUP
17RUP 17RUP
P3BP2AP3BP2AP3BP2A
P1Brev.P1B
P1BP4
P1D
P1CP3AP1BP2BP1AP1D P2Brev.P1Arev.P1Drev.P1Brev.P3Arev.P1Crev.

P1Brev.P4rev.

P1Drev.P1D
P4 P4rev.

PrimaryUtility Closet
Secondary UtilityCloset
FireRiser
P1Drev.

P1Brev.P4rev.

P1Drev. P1D
P4P4rev.

PrimaryUtility Closet
Secondary UtilityCloset
FireRiser
P1Drev.

ACCESSIBLERESIDENTIALFIRST FLOORACCESSIBLERESIDENTIALFIRST FLOOR LowVoltageFireRiser
17RUP
17RUP
17RUP
17RUP
17RUP
17RUP
17RUP
17RUP
17RUP 17RUP17RUP 17RUP
17RUP
17RUP
17RUP 17RUP
17RUP 17RUP
P3BP2AP3BP2AP3BP2A
P1Brev.P1B P1BP4
P1D
P1CP3AP1BP2BP1AP1D P2Brev.P1Arev.P1Drev.P1Brev.P3Arev.P1Crev.

P1Brev.P4rev.

P1Drev.P1D
P4
P4rev.

PrimaryUtility Closet
Secondary UtilityCloset
FireRiser
P1Drev.

P1Brev.P4rev.

P1Drev. P1D
P4P4rev.

PrimaryUtility Closet
Secondary UtilityCloset
FireRiser
P1Drev.

ACCESSIBLERESIDENTIALFIRST FLOORACCESSIBLERESIDENTIALFIRST FLOOR LowVoltageFireRiser
17RUP
17RUP
17RUP
17RUP
17RUP
17RUP
17RUP
17RUP
17RUP 17RUP17RUP 17RUP
17RUP
17RUP
17RUP 17RUP
17RUP 17RUP
ABC
D E F
J
IH
G
K
L M
N
OP
TSRQ
4 cubic yard bin @6'-9" x4'-6"

CITY OF SAN MARCOSRESTAURANT ROW

ATTACHMENT 1C
/0 /1 /1 /2 /3 /4 /5 /6 □ /8 /9 □ /10 /11 /12 /13 /14 □ /15 /3 /4 □ /16 /17 /2 /18 /19 /20 /5 /14 /21 /14□ □
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/71 /52 /36 □ /37 /38 □ /39 /40 /41 □ /71 /72 □ /40 /48 /61 /42 □ /44 /41 /45 /43 /46 /44 □ /54 /41 /38 /38 □ /39 /40 /43 /46 □ /89 /36 /69 /90 /81 /80 /82 /63 □ □ □ □ □ □ □ /86 □ □ □ □ □ /87 /41 /38 □
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□ □
LOW PLANT WATER USE =390 GALLONS= 52.1 CF
20,664

ATTACHMENT 1D

February 2016

Categorization of Infiltration Feasibility Condition Form I-8

Part 1 - Full Infiltration Feasibility Screening Criteria Would infiltration of the full design volume be feasible from a physical perspective without any undesirable consequences that cannot be reasonably mitigated?
Criteria Screening Question Yes No

1 Is the estimated reliable infiltration rate below proposed facility locations greater than 0.5 inches per hour? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D.

Provide basis:

Based on the results of previous infiltration testing by others, the in-situ infiltration rates in two locations and using the Porchet Method to convert percolation rate to infiltration rate, were less than 0.02 and 0.01 inches per hour (iph).

After applying a feasibility factor of safety of 2, the design infiltration rates are less than 0.01 iph. In addition, the USDA NRCS web soil survey indicates the proposed BMP’s are located in soil belonging to Hydrologic Soil Group D with anticipated rates of 0.0 to 0.06 iph, which are not conducive to infiltration.

Based on the infiltration rates, full infiltration is infeasible.

2 Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2.

Provide basis:

If water is allowed to infiltrate into the underlying highly expansive soils, there is an increased risk for heaving and soil movement that could adversel y impact nearby structures and improvements. The potential for groundwater mounding exists. Groundwater is located between 10 to 20 feet below existing grades.

February 2016

Form I-8 Page 2 of 4
Criteria Screening Question Yes No

3 Can infiltration greater than 0.5 inches per hour be allowed without increasing risk of groundwater contamination (shallow water table, storm water pollutants or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3.

Provide basis:

Groundwater is located approximately 10 to 20 feet from the ground surface. No contamination is suspected based on review of the Storm Water Standards Manual and Geotracker website. Per the SWS Manual, infiltration BMP’s should be located at least 10 feet from groundwater if the groundwater is considered of beneficial use.

4 Can infiltration greater than 0.5 inches per hour be allowed without causing potential water balance issues such as change of seasonality of ephemeral streams or increased discharge of contaminated groundwater to surface waters? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3.

Provide basis:

We do not expect infiltration will cause water balance issues such as seasonality of ephemeral streams or increased discharge of contaminated groundwater to surface waters. However, evaluating water balance issues is beyond the scope of the geotechnical engineer and should be evaluated by others.

Part 1
Result
*
If all answers to rows 1 - 4 are “Yes” a full infiltration design is potentially feasible. The feasibility screening category is Full Infiltration

If any answer from row 1-4 is “No”, infiltration may be possible to some extent but would not generally be feasible or desirable to achieve a “full infiltration” design.

Proceed to Part 2

No
*To be completed using gathered site information and best professional judgment considering the definition of MEP in the MS4 Permit. Additional testing and/or studies may be required by Agency/Jurisdictions to substantiate findings

February 2016

Form I-8 Page 3 of 4

Part 2 – Partial Infiltration vs. No Infiltration Feasibility Screening Criteria

Would infiltration of water in any appreciable am ount be physically feasible without any negative consequences that cannot be reasonably mitigated?
Criteria Screening Question Yes No

5 Do soil and geologic conditions allow for infiltration in any appreciable rate or volume? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2 and Appendix D.

Provide basis:

After applying a feasibility factor of safety of 2, the design infiltration rates are less than 0.01 iph. A design infiltration rate of 0.05 iph is considered necessary to consider partial infiltration. In addition, the USDA NRCS web soil survey indicates the proposed BMP’s are located in soil belonging to Hydrologic Soil Group D with anticipated rates of 0.0 to 0.06 iph, which are not conducive to infiltration.

Based on the infiltration rates, partial infiltration is considered infeasible.

6 Can Infiltration in any appreciable quantity be allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.2.

Provide basis:

If water is allowed to infiltrate into the underlying highly expansive soils, there is an increased risk for heaving and soil movement that could adversely impact nearby structures and improvements. The potential for groundwater mounding exists. Groundwater is located between 10 to 20 feet below existing grades.

February 2016

Form I-8 Page 4 of 4
Criteria Screening Question Yes No

7 Can Infiltration in any appreciable quantity be allowed without posing significant risk for groundwater related concerns (shallow water table, storm water pollutants or other factors)? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3.

Provide basis:

8 Can infiltration be allowed without violating downstream water rights? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3.

Provide basis:

We do not expect infiltration to violate downstream water right s, however, evaluating water rights is not a geotechnical issue and should be evaluated by others.

Part 2
Result*

If all answers from row 5-8 are yes then partia l infiltration design is potentially feasible.

The feasibility screening category is Partial Infiltration.

If any answer from row 5-8 is no, then infi ltration of any volume is considered to be infeasible within the drainage area. The feasibility screening category is No Infiltration.

No Infiltration

*To be completed using gathered site information and best professional judgment considering the definition of MEP in the MS4 Permit. Additional testing and/or studies may be required by Agency/Jurisdictions to substantiate findings ATTACHMENT 1E
Category # Description i ii iii iv v vi vii viii ix x Units 1 Drainage Basin ID or Name BMP 1A BMP 2A unitless
2 85th Percentile 24-hr Storm Depth 0.67 0.67 inches
3 Impervious Surfaces Not Directed to Dispersion Area
(C=0.90) 104,671 158,969 sq-ft
4 Semi-Pervious Surfaces Not Serving as Dispersion Area (C=0.30) sq-ft 5 Engineered Pervious Surfaces Not Serving as Dispersion Area (C=0.10) 11,804 16,462 sq-ft 6 Natural Type A Soil Not Serving as Dispersion Area (C=0.10) sq-ft 7 Natural Type B Soil Not Serving as Dispersion Area (C=0.14) sq-ft 8 Natural Type C Soil Not Serving as Dispersion Area (C=0.23) sq-ft 9 Natural Type D Soil Not Serving as Dispersion Area (C=0.30) sq-ft 10 Does Tributary Incorporate Dispersion, Tree Wells, and/or Rain Barrels? No No No No No No No No No yes/no 11 Impervious Surfaces Directed to Dispersion Area per SD-B (Ci=0.90) sq-ft 12 Semi-Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.30) sq-ft 13 Engineered Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.10) sq-ft 14 Natural Type A Soil Serving as Dispersion Area per SD-B (Ci=0.10) sq-ft 15 Natural Type B Soil Serving as Dispersion Area per SD-B (Ci=0.14) sq-ft 16 Natural Type C Soil Serving as Dispersion Area per SD-B (Ci=0.23) sq-ft 17 Natural Type D Soil Serving as Dispersion Area per SD-B (Ci=0.30) sq-ft 18 Number of Tree Wells Proposed per SD-A #
19 Average Mature Tree Canopy Diameter ft
20 Number of Rain Barrels Proposed per SD-E #
21 Average Rain Barrel Size gal
22 Total Tributary Area 116,475 175,431 0 0 0 0 0 0 0 0 sq-ft 23 Initial Runoff Factor for Standard Drainage Areas 0.82 0.82 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 24 Initial Runoff Factor for Dispersed & Dispersion Areas 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 25 Initial Weighted Runoff Factor 0.82 0.82 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 26 Initial Design Capture Volume 5,333 8,032 0 0 0 0 0 0 0 0 cubic-feet 27 Total Impervious Area Dispersed to Pervious Surface 0 0 0 0 0 0 0 0 0 0 sq-ft 28 Total Pervious Dispersion Area 0 0 0 0 0 0 0 0 0 0 sq-ft 29 Ratio of Dispersed Impervious Area to Pervious Dispersion Area n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a ratio 30 Adjustment Factor for Dispersed & Dispersion Areas 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ratio 31 Runoff Factor After Dispersion Techniques 0.82 0.82 n/a n/a n/a n/a n/a n/a n/a n/a unitless 32 Design Capture Volume After Dispersion Techniques 5,333 8,032 0 0 0 0 0 0 0 0 cubic-feet 33 Total Tree Well Volume Reduction 0 0 0 0 0 0 0 0 0 0 cubic-feet 34 Total Rain Barrel Volume Reduction 0 0 0 0 0 0 0 0 0 0 cubic-feet 35 Final Adjusted Runoff Factor 0.82 0.82 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless 36 Final Effective Tributary Area 95,510 143,853 0 0 0 0 0 0 0 0 sq-ft 37 Initial Design Capture Volume Retained by Site Design Elements 0 0 0 0 0 0 0 0 0 0 cubic-feet 38 Final Design Capture Volume Tributary to BMP 5,333 8,032 0 0 0 0 0 0 0 0 cubic-feet False
False
Automated Worksheet B.1: Calculation of Design Capture Volume (V2.0) Dispersion
Area, Tree Well
& Rain Barrel
Inputs
(Optional)
Standard
Drainage Basin
Inputs
Results
Tree & Barrel
Adjustments
Initial Runoff
Factor
Calculation
Dispersion
Area
Adjustments
No Warning Messages
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/53 /57 /54 □ /62 /57 /57 /56 /74 /49 /53 /54 /56 □ /82 /72 /78 /96 /94 /100 /100 □ /75 □ /83 /53 /54 /50 □ /47 /85 /77/93 /83 /53 /54 /50 □ /99 /84□ □ /59 /67 /68 /62 /56□ /21 /14 /6 /12 /3 /14 /6 /17 □ /35 /10 □ /1 /19 /12 /3 /14 /4 /17 /12 /6 /136 /3 □ /28/6 /4 /6 /15 /20 /15 □ /11 /6 /27 /6 /4 /24 □ /33 /17 /25 /12 /13 /14 □ □ /137 /21 /19 /13/24 /24 /6 /4 /24 /138□ /47 /94□ /48 /63 /56 /50 /49 /54 /51 /56 /53 /80 /50 □ /65 /53 /54 /53 /81 /60 /81 □ /139 /57 /57 /56 /74 /49 /53 /54 /56 □ /107 /53 /98 /53 /54 /55 □ /139 /51 /71 /56 /57 /49 □ /82 /83 /53 /54 /50 □ /47/47 □ /57 /62 □ /91 /57 /49 /92 /59 /58 /50 /50 /56 □ /64 /76 /89 /68 /69 /84□ □ /139 /49 /51 /71 /56 /53 /57 /54□ /47 /99□ /73 /50 /67 /60 /53 /49 /50 /52 □ /61 /53 /57 /62 /53 /63 /56 /49 /51 /56 /53 /57 /54 □ /62 /57 /57 /56 /74 /49 /53 /54 /56 □ /82 /83 /53 /54 /50 □ /78 □ /75 □ /83 /53 /54 /50 □ /47 /94 /84□ □ /59 /67 /68 /62 /56□ /21 /14 /6 /12 /3 /14 /6 /17 □ /31 /10 □ /104 /3 /12 /3 /4 /12 /6 /13 /4 □ /14 /3 /105 /20 /6 /14 /3 /15 /3 /4 /12 □ /140 /141 /13 /12 □ /17 /2 /2 /19 /6 /25 /17 /34 /19 /3 □ /43/13 /14 □ /141 /13 □ /142 /4 /43 /6 /19 /12 /14 /17 /12 /6 /13 /4 □ /21 /13 /4 /5 /6 /12 /6 /13 /4 /143□ /47 /103□ /87 /57 /54 /80 /50 /54 /56 /53 /57 /54 /51 /63 □ /61 /53 /57 /62 /53 /63 /56 /49 /51 /56 /53 /57 /54 □ /62 /57 /57 /56 /74 /49 /53 /54 /56 □ /83 /53 /54 /50 □ /69 /103 □ /57 /62 □ /91 /57 /49/92 /59 /58 /50 /50 /56 □ /64 /76 /89 /68 /47□ □ /59 /67 /68 /62 /56□ /47 /106□ /73 /50 /56 /50 /54 /56 /53 /57 /54 □ /83 /57 /59 /59 /50 /59 □ /62 /49 /57 /81 □ /56 /58 /50 □ /71 /57 /54 /80 /50 /54 /56 /53 /57 /54 /51 /63 □ /62 /57 /57 /56 /74 /49 /53 /54 /56 □□ /72 /78 /94 □ /75 □ /83 /53 /54 /50 □ /89 □ /144 □ /83 /53 /54 /50 □ /94 □ /75 □ /83 /53 /54 /50 □ /103 /77 □ /75 □ /83 /53 /54 /50 □ /47 /103□ □/71 /60 /61 /53 /71 /68 /62 /50 /50 /56□ /69 /100□ /48 /80 /50 /49 /51 /55 /50 □ /52 /53 /59 /71 /58 /51 /49 /55 /50 □ /49 /51 /56 /50 □ /62 /49 /57 /81 □ /56 /58 /50 □ /59 /56 /57 /49 /51 /55 /50 □ /60 /54 /53 /56 □ /56 /57 □ /56 /58 /50□ /61 /53 /57 /62 /53 /63 /56 /49 /51 /56 /53 /57 /54 □ /64 /65 /66□ □ /71 /62 /59□ /69 /47□ /86 /50 /74 /56 /58 □ /49 /50 /56 /51 /53 /54 /50 /52 □ /53 /54 □ /56 /58 /50 □ /57 /74 /56 /53 /81 /53 /98 /50 /52 □ /61 /53 /57 /62 /53 /63 /56 /49 /51 /56 /53 /57 /54 □ /64 /65 /66□ /145 /83 /53 /54 /50 □ /94 □ /75 □ /83 /53 /54 /50 □ /103 /146 □ /144 □ /145 /82 /72 /83 /53 /54 /50 □ /85 /77 /93 /72 /69 /85 /100 /100 □ /75 □ /83 /53 /54 /50 □ /69 /100 /77 /84 □ /75 □/83 /53 /54 /50 □ /89 /146□ □ /62 /56□ /69 /69□ /73 /50 /67 /60 /53 /49 /50 /52 □ /57 /74 /56 /53 /81 /53 /98 /50 /52 □ /61 /53 /57 /62 /53 /63 /56 /49 /51 /56 /53 /57 /54 □ /62 /57 /57 /56 /74 /49 /53 /54 /56 □ /72 /83 /53 /54 /50 □ /47 /106/93 /83 /53 /54 /50 □ /69 /47 /77□ /47□ /59 /67 /68 /62 /56□ /42 /2 /12 /6 /15 /6 /27 /3 /5 □ /9 /6 /13 /43 /6 /19 /12 /14 /17 /12 /6 /13 /4 □ /33 /13 /13 /12 /2 /14 /6 /4 /12□ /69 /78□ /147 /74 /56 /53 /81 /53 /98 /50 /52 □ /61 /53 /57 /62 /53 /63 /56 /49 /51 /56 /53 /57 /54 □ /62 /57 /57 /56 /74 /49 /53 /54 /56 /96 □ /81 /51 /75 /53 /81 /60 /81 /72 /83 /53 /54 /50 □ /47 /89 /96□ /83 /53 /54 /50 □ /47 /99 /96 □ /83 /53 /54 /50 □ /69 /69 /77□ □ /59 /67 /68 /62 /56□ /141 /13 /12 /3 /148 □ /64 /53 /57 /62 /53 /63 /56 /49 /51 /56 /53 /57 /54 □ /64 /65 /66 □ /59 /81 /51 /63 /63 /50 /49 □ /56 /58 /51 /54 □ /56 /58 /50 □ /51 /63 /56 /50 /49 /54 /51 /56 /53 /80/50 □ /81 /53 /54 /53 /81 /60 /81 □ /62 /57 /57 /56 /74 /49 /53 /54 /56 □ /59 /53 /98 /53 /54 /55 □ /72 /83 /53 /54 /50 □ /47 /99 /77 □ /53 /59 □ /71 /57 /54 /59 /53 /52 /50 /49 /50 /52 □/71 /57 /81 /74 /51 /71 /56 □ /61 /53 /57 /62 /53 /63 /56 /49 /51 /56 /53 /57 /54 □ /64 /65 /66 □ /51 /54 /52 □ /81 /51 /97 □ /61 /50 □ /51 /63 /63 /57 /101 /50 /52 □ /51 /56 □ /56 /58 /50 □ /52 /53 /59 /71 /49 /50 /56/53 /57 /54 □ /57 /62 □ /56 /58 /50 □ /87 /53 /56 /97 □ /79 /54 /55 /53 /54 /50 /50 /49 □ /53 /62 □ /56 /58 /50 □ /64 /65 /66 □ /81 /50 /50 /56 /59 □ /56 /58 /50 □ /49 /50 /67 /60 /53/49 /50 /81 /50 /54 /56 /59 □ /53 /54 □ /48 /74 /74 /50 /54 /52 /53 /75 □ /139 □ /51 /54 /52 □ /147 /74 /56 /53 /57 /54 □ /47 □ /57 /49 □ /147 /74 /56 /53 /57 /54 □ /69 □ /59 /53 /98 /53 /54 /55 □ /53 /54 □ /91 /57 /49 /92 /59/58 /50 /50 /56 □ /64 /76 /89 /68 /47 /76 □ □
Input Data Vault Preliminary Sizing BMP Storage Volume Requirements:

Drawdown time (hrs) Factor
WQ 85th Percentile depth= 0.67 in 9 0.72 Volume-Based Media loading rate 0.28 gpm/sf 12 0.85
24 1.25
36 1.5
48 1.8
72 2.2
96 2.6
120 2.8
DMA ID
BMP Drainage
Area (ac)
BMP
Drainage
Area (SF)
Impervious
Area (ac)
Amended
Soils (ac)
(C=0.1)
%
Impervious
Composite
C1 DCV (AF)
Estimate
Drawdown
time (hr)
Capture
Factor
BMP
Capture
Volume
Reqd, (AF)
BMP
Capture
Volume
Reqd, (CF)
Q_avg
drawdown
(cfs)
Q_avg
drawdown
(gpm)
BMP H
(Treatment
HGL) (ft)
Min Filter
Perimeter P
(ft)
Min Area
Vault (SF)
Vault H
(ft)
Area of
Vault
(ft^2)
BMP
Capture
Volume
Provided,
(CF)
Min WQ
Depth (ft)
Orifice
Depression
(Drop
below
vault) (ft)
Bottom Orif
size (in)
WQ
Volume
Drawdown
(hours)
Max Q
orifice
(cfs)
Quantity
of MWUs MWU Size
Vault
Volume
(CF)
1A 2.67 116391 2.40 0.27 90% 0.82 0.122 12 0.85 0.10 4523 0.10 47.0 3.1 54.1 1459.1 4 1952 5660.8 2.32 0.2 2 12.1 0.186 1 MWU8-12 7808 2A 4.02 175055 3.65 0.37 91% 0.83 0.186 9 0.72 0.13 5819 0.18 80.6 4 72.0 1454.7 5 4500 17100 1.29 0.2 3.8 9.2 0.517 1 MWU8-20 22500 Volume-Based Sizing

Modular Wetland Sizing Calculations
85th percentile 24-hr storm depth from Figure B.1.= .67 in

BMP-ID DCV
DCV
retained
DCV
biofiltered
DCV flow-
thru A (sf)
Impervious
Area (sf) %IMP C 1.5 x Q (cfs)
Treatment Capacity
(cfs) Q100 (cfs) BMP Size
BMP-3B 2016 0 0 2016 47406 39205 83% 0.76 0.249 0.346 4.5 MWS-L-8-12 BMP-4 3249 0 0 3249 64661 64661 100% 0.90 0.401 0.462 6.2 MWS-L-8-16 BMP-5 1884 0 0 1884 51120 35784 70% 0.66 0.232 0.346 4.9 MWS-L-8-8 BMP-6 3399 0 0 3399 71112 67200.8 95% 0.86 0.419 0.462 6.8 MWS-L-8-16 BMP-C 578 0 0 578 11511 11511 100% 0.90 0.071 0.102 1.1 MWS-L-4-8 Notes:

1. Water quality flow rate = 1.5 x 0.2 x C x A

2. Q100 is based on Hydrology Calculation in Drainage Report

PLAN VIEW

ELEVATION VIEWRIGHT END VIEW

LEFT END VIEW

SITE SPECIFIC DATA

GENERAL NOTES

INSTALLATION NOTES
STANDARD DETAILSTORMWATER BIOFILTRATION SYSTEMMWS-L-8-8-VFOR PATENT INFORMATION, GO TOwww.ContechES.com/IP

PLAN VIEW

ELEVATION VIEWRIGHT END VIEW

LEFT END VIEW

SITE SPECIFIC DATA

GENERAL NOTES

INSTALLATION NOTES
STANDARD DETAILSTORMWATER BIOFILTRATION SYSTEMMWS-L-8-12-VFOR PATENT INFORMATION, GO TOwww.ContechES.com/IP

PLAN VIEW

ELEVATION VIEWRIGHT END VIEW

LEFT END VIEW

SITE SPECIFIC DATA

GENERAL NOTES

INSTALLATION NOTES
STANDARD DETAILSTORMWATER BIOFILTRATION SYSTEMMWS-L-8-16-VFOR PATENT INFORMATION, GO TOwww.ContechES.com/IP

PLAN VIEW

ELEVATION VIEWRIGHT END VIEW

LEFT END VIEW

SITE SPECIFIC DATA

GENERAL NOTES

INSTALLATION NOTES
STANDARD DETAILSTORMWATER BIOFILTRATION SYSTEMMWS-L-8-20-VFOR PATENT INFORMATION, GO TOwww.ContechES.com/IP

INCH/HR GPM/SF 1.4 1.5 1.6 1.7 1.8 1.9 2.0 2.1 2.2 2.3 2.4 2.5 2.6 2.7 2.8 2.9 3.0 3.1 3.2 3.3 3.4 3.5 3.6 4.00 4.50 5.00 5.50 6.00 6.50 7.00 CF 470 503 537 570 604 637 671 704 738 771 805 838 872 906 939 973 1006 1040 1073 1107 1140 1174 1207 1342 1509 1677 1845 2012 2180 2348 DISCHARGE RATE GPM 2.439 2.613 2.787 2.961 3.136 3.310 3.484 3.658 3.832 4.007 4.181 4.355 4.529 4.703 4.878 5.052 5.226 5.400 5.574 5.749 5.923 6.097 6.271 6.968 7.839 8.710 9.581 10.452 11.323 12.194 CF 652 698 745 791 838 885 931 978 1024 1071 1117 1164 1210 1257 1303 1350 1397 1443 1490 1536 1583 1629 1676 1862 2095 2328 2560 2793 3026 3259 DISCHARGE RATE GPM 3.385 3.627 3.869 4.111 4.352 4.594 4.836 5.078 5.320 5.561 5.803 6.045 6.287 6.529 6.770 7.012 7.254 7.496 7.738 7.979 8.221 8.463 8.705 9.672 10.881 12.090 13.299 14.508 15.717 16.926 CF 1037 1111 1185 1259 1334 1408 1482 1556 1630 1704 1778 1852 1926 2000 2074 2148 2223 2297 2371 2445 2519 2593 2667 2963 3334 3704 4075 4445 4816 5186 DISCHARGE RATE GPM 5.387 5.772 6.157 6.542 6.926 7.311 7.696 8.081 8.466 8.850 9.235 9.620 10.005 10.390 10.774 11.159 11.544 11.929 12.314 12.698 13.083 13.468 13.853 15.392 17.316 19.240 21.164 23.088 25.012 26.936 CF 1289 1382 1474 1566 1658 1750 1842 1934 2026 2118 2211 2303 2395 2487 2579 2671 2763 2855 2947 3039 3132 3224 3316 3684 4145 4605 5066 5526 5987 6447 DISCHARGE RATE GPM 6.698 7.176 7.654 8.133 8.611 9.090 9.568 10.046 10.525 11.003 11.482 11.960 12.438 12.917 13.395 13.874 14.352 14.830 15.309 15.787 16.266 16.744 17.222 19.136 21.528 23.920 26.312 28.704 31.096 33.488 CF 1570 1682 1794 1906 2018 2130 2243 2355 2467 2579 2691 2803 2915 3027 3140 3252 3364 3476 3588 3700 3812 3924 4037 4485 5046 5606 6167 6728 7288 7849 DISCHARGE RATE GPM 8.154 8.736 9.318 9.901 10.483 11.066 11.648 12.230 12.813 13.395 13.978 14.560 15.142 15.725 16.307 16.890 17.472 18.054 18.637 19.219 19.802 20.384 20.966 23.296 26.208 29.120 32.032 34.944 37.856 40.768 CF 1850 1982 2114 2247 2379 2511 2643 2775 2907 3039 3172 3304 3436 3568 3700 3832 3965 4097 4229 4361 4493 4625 4757 5286 5947 6608 7268 7929 8590 9251 DISCHARGE RATE GPM 9.610 10.296 10.982 11.669 12.355 13.042 13.728 14.414 15.101 15.787 16.474 17.160 17.846 18.533 19.219 19.906 20.592 21.278 21.965 22.651 23.338 24.024 24.710 27.456 30.888 34.320 37.752 41.184 44.616 48.048 CF 2130 2283 2435 2587 2739 2891 3043 3196 3348 3500 3652 3804 3957 4109 4261 4413 4565 4717 4870 5022 5174 5326 5478 6087 6848 7609 8370 9130 9891 10652 DISCHARGE RATE GPM 11.066 11.856 12.646 13.437 14.227 15.018 15.808 16.598 17.389 18.179 18.970 19.760 20.550 21.341 22.131 22.922 23.712 24.502 25.293 26.083 26.874 27.664 28.454 31.616 35.568 39.520 43.472 47.424 51.376 55.328 CF 2411 2583 2755 2927 3100 3272 3444 3616 3788 3961 4133 4305 4477 4649 4822 4994 5166 5338 5510 5683 5855 6027 6199 6888 7749 8610 9471 10332 11193 12054 DISCHARGE RATE GPM 12.522 13.416 14.310 15.205 16.099 16.994 17.888 18.782 19.677 20.571 21.466 22.360 23.254 24.149 25.043 25.938 26.832 27.726 28.621 29.515 30.410 31.304 32.198 35.776 40.248 44.720 49.192 53.664 58.136 62.608 CF 1318 1412 1506 1600 1694 1788 1882 1976 2070 2164 2259 2353 2447 2541 2635 2729 2823 2917 3011 3106 3200 3294 3388 3764 4235 4705 5176 5646 6117 6588 DISCHARGE RATE GPM 6.843 7.332 7.821 8.310 8.798 9.287 9.776 10.265 10.754 11.242 11.731 12.220 12.709 13.198 13.686 14.175 14.664 15.153 15.642 16.130 16.619 17.108 17.597 19.552 21.996 24.440 26.884 29.328 31.772 34.216 CF 2074 2223 2371 2519 2667 2815 2963 3112 3260 3408 3556 3704 3852 4001 4149 4297 4445 4593 4741 4890 5038 5186 5334 5927 6668 7408 8149 8890 9631 10372 DISCHARGE RATE GPM 10.774 11.544 12.314 13.083 13.853 14.622 15.392 16.162 16.931 17.701 18.470 19.240 20.010 20.779 21.549 22.318 23.088 23.858 24.627 25.397 26.166 26.936 27.706 30.784 34.632 38.480 42.328 46.176 50.024 53.872 CF 3112 3334 3556 3778 4001 4223 4445 4667 4890 5112 5334 5556 5779 6001 6223 6445 6668 6890 7112 7334 7557 7779 8001 8890 10001 11113 12224 13335 14447 15558 DISCHARGE RATE GPM 16.162 17.316 18.470 19.625 20.779 21.934 23.088 24.242 25.397 26.551 27.706 28.860 30.014 31.169 32.323 33.478 34.632 35.786 36.941 38.095 39.250 40.404 41.558 46.176 51.948 57.720 63.492 69.264 75.036 80.808 CF 4149 4445 4741 5038 5334 5630 5927 6223 6519 6816 7112 7408 7705 8001 8297 8594 8890 9187 9483 9779 10076 10372 10668 11854 13335 14817 16299 17780 19262 20744 DISCHARGE RATE GPM 21.549 23.088 24.627 26.166 27.706 29.245 30.784 32.323 33.862 35.402 36.941 38.480 40.019 41.558 43.098 44.637 46.176 47.715 49.254 50.794 52.333 53.872 55.411 61.568 69.264 76.960 84.656 92.352 100.048 107.744 CF 5186 5556 5927 6297 6668 7038 7408 7779 8149 8520 8890 9261 9631 10001 10372 10742 11113 11483 11854 12224 12594 12965 13335 14817 16669 18521 20373 22225 24078 25930 DISCHARGE RATE GPM 26.936 28.860 30.784 32.708 34.632 36.556 38.480 40.404 42.328 44.252 46.176 48.100 50.024 51.948 53.872 55.796 57.720 59.644 61.568 63.492 65.416 67.340 69.264 76.960 86.580 96.200 105.820 115.440 125.060 134.680 CF 6223 6668 7112 7557 8001 8446 8890 9335 9779 10224 10668 11113 11557 12002 12446 12891 13335 13780 14224 14669 15113 15558 16002 17780 20003 22225 24448 26671 28893 31116 DISCHARGE RATE GPM 32.323 34.632 36.941 39.250 41.558 43.867 46.176 48.485 50.794 53.102 55.411 57.720 60.029 62.338 64.646 66.955 69.264 71.573 73.882 76.190 78.499 80.808 83.117 92.352 103.896 115.440 126.984 138.528 150.072 161.616 MWS‐L‐8‐20 74.00 0.26 24
MWS‐L‐8‐24 OR
MWS‐L‐10‐20 88.80 0.26 24
26 26
MWS‐L‐8‐12 44.40 0.26 24
MWS‐L‐8‐16 59.20 0.26 24
26 26
MWS‐L‐6‐8 18.80 0.26 24
MWS‐L‐8‐8 29.60 0.26 24
26 26
MWS‐L‐4‐19 30.40 0.26 24
MWS‐L‐4‐21 34.40 0.26 24
26 26
MWS‐L‐4‐15 22.40 0.26 24
MWS‐L‐4‐17 26.40 0.26 24
26 26
MWS‐L‐4‐8 14.80 0.26 24
MWS‐L‐4‐13 18.40 0.26 24
26 26
MWS‐L‐4‐4 6.70 0.26 24
MWS‐L‐4‐6 9.30 0.26 24
26 26
MWS Linear 2.0 HGL Volume Sizing Matrix - 24 Hour Draindown MWS MODEL SIZE

WETLAND

PERMITER
LENGTH
(FEET)
DRAIN
DOWN
(HOURS)
AVALIABLE TREATMENT HGL HEIGHT (FEET)
SHALLOW MODELS

STANDARD
HEIGHT
MODEL
HIGH CAPACITY MODELS
LOADING RATE

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July 2017

GENERAL USE LEVEL DESIGNATION FOR BASIC, ENHANCED, AND

PHOSPHORUS TREATMENT

For the

MWS-Linear Modular Wetland

Ecology’s Decision:

Based on Modular Wetland Systems, Inc. application submissions, including the Technical Evaluation Report, dated April 1, 2014, Ecology hereby issues the following use level designation:

1. General use level designation (GULD) for the MWS-Linear Modular Wetland Stormwater Treatment System for Basic treatment
 Sized at a hydraulic loading rate of 1 gallon per minute (gpm) per square foot (sq ft) of wetland cell surface area. For moderate pollutant loading rates (low to medium density residential basins), size the Prefilters at 3.0 gpm/sq ft of cartridge surface area. For high loading rates (commercial and industrial basins), size the Prefilters at 2.1 gpm/sq ft of cartridge surface area.

2. General use level designation (GULD) for the MWS-Linear Modular Wetland Stormwater Treatment System for Phosphorus treatment
 Sized at a hydraulic loading rate of 1 gallon per minute (gpm) per square foot (sq ft) of wetland cell surface area. For moderate pollutant loading rates (low to medium density residential basins), size the Prefilters at 3.0 gpm/sq ft of cartridge surface area. For high loading rates (commercial and industrial basins), size the Prefilters at 2.1 gpm/sq ft of cartridge surface area.

3. General use level designation (GULD) for the MWS-Linear Modular Wetland Stormwater Treatment System for Enhanced treatment
 Sized at a hydraulic loading rate of 1 gallon per minute (gpm) per square foot (sq ft) of wetland cell surface area. For moderate pollutant loading rates (low to medium density residential basins), size the Prefilters at 3.0 gpm/sq ft of cartridge surface area. For high loading rates (commercial and industrial basins), size the Prefilters at 2.1 gpm/sq ft of cartridge surface area.

4. Ecology approves the MWS - Linear Modular Wetland Stormwater Treatment System units for Basic, Phosphorus, and Enhanced treatment at the hydraulic loading rate listed above.

Designers shall calculate the water quality design flow rates using the following procedures:
 Western Washington: For treatment installed upstream of detention or retention, the water quality design flow rate is the peak 15-minute flow rate as calculated using the latest version of the Western Washington Hydrology Model or other Ecology-approved continuous runoff model.
 Eastern Washington: For treatment installed upstream of detention or retention, the water quality design flow rate is the peak 15-minute flow rate as calculated using one of the three methods described in Chapter 2.2.5 of the Stormwater Management Manual for Eastern Washington (SWMMEW) or local manual.
 Entire State: For treatment installed downstream of detention, the water quality design flow rate is the full 2-year release rate of the detention facility.

5. These use level designations have no expiration date but may be revoked or amended by Ecology, and are subject to the conditions specified below.

Ecology’s Conditions of Use:

Applicants shall comply with the following conditions:

1. Design, assemble, install, operate, and maintain the MWS – Linear Modular Wetland Stormwater Treatment System units, in accordance with Modular Wetland Systems, Inc. applicable manuals and documents and the Ecology Decision.

2. Each site plan must undergo Modular Wetland Systems, Inc. review and approval before site installation. This ensures that site grading and slope are appropriate for use of a MWS – Linear Modular Wetland Stormwater Treatment System unit.

3. MWS – Linear Modular Wetland Stormwater Treatment System media shall conform to the specifications submitted to, and approved by, Ecology.

4. The applicant tested the MWS – Linear Modular Wetland Stormwater Treatment System with an external bypass weir. This weir limited the depth of water flowing through the media, and therefore the active treatment area, to below the root zone of the plants. This GULD applies to MWS – Linear Modular Wetland Stormwater Treatment Systems whether plants are included in the final product or not.

5. Maintenance: The required maintenance interval for stormwater treatment devices is often dependent upon the degree of pollutant loading from a particular drainage basin. Therefore, Ecology does not endorse or recommend a “one size fits all” maintenance cycle for a particular model/size of manufactured filter treatment device.  Typically, Modular Wetland Systems, Inc. designs MWS - Linear Modular Wetland systems for a target prefilter media life of 6 to 12 months.  Indications of the need for maintenance include effluent flow decreasing to below the design flow rate or decrease in treatment below required levels.  Owners/operators must inspect MWS - Linear Modular Wetland systems for a minimum of twelve months from the start of post-construction operation to determine site-specific maintenance schedules and requirements. You must conduct inspections monthly during the wet season, and every other month during the dry season. (According to the SWMMWW, the wet season in western Washington is October 1 to April 30. According to SWMMEW, the wet season in eastern Washington is October 1 to June 30). After the first year of operation, owners/operators must conduct inspections based on the findings during the first year of inspections.
 Conduct inspections by qualified personnel, follow manufacturer’s guidelines, and use methods capable of determining either a decrease in treated effluent flowrate and/or a decrease in pollutant removal ability.
 When inspections are performed, the following findings typically serve as maintenance triggers:
 Standing water remains in the vault between rain events, or  Bypass occurs during storms smaller than the design storm.  If excessive floatables (trash and debris) are present (but no standing water or excessive sedimentation), perform a minor maintenance consisting of gross solids removal, not prefilter media replacement.
 Additional data collection will be used to create a correlation between pretreatment chamber sediment depth and pre-filter clogging (see Issues to be Addressed by the Company section below)

6. Discharges from the MWS - Linear Modular Wetland Stormwater Treatment System units shall not cause or contribute to water quality standards violations in receiving waters.

Applicant: Modular Wetland Systems, Inc.

Applicant's Address: PO. Box 869
Oceanside, CA 92054
Application Documents:
 Original Application for Conditional Use Level Designation, Modular Wetland System, Linear Stormwater Filtration System Modular Wetland Systems, Inc., January 2011  Quality Assurance Project Plan: Modular Wetland system – Linear Treatment System performance Monitoring Project, draft, January 2011.
 Revised Application for Conditional Use Level Designation, Modular Wetland System, Linear Stormwater Filtration System Modular Wetland Systems, Inc., May 2011  Memorandum: Modular Wetland System-Linear GULD Application Supplementary Data, April 2014
 Technical Evaluation Report: Modular Wetland System Stormwater Treatment System Performance Monitoring, April 2014.

Applicant's Use Level Request:

General use level designation as a Basic, Enhanced, and Phosphorus treatment device in accordance with Ecology’s Guidance for Evaluating Emerging Stormwater Treatment Technologies Technology Assessment Protocol – Ecology (TAPE) January 2011 Revision.

Applicant's Performance Claims:
 The MWS – Linear Modular wetland is capable of removing a minimum of 80-percent of TSS from stormwater with influent concentrations between 100 and 200 mg/l.  The MWS – Linear Modular wetland is capable of removing a minimum of 50-percent of Total Phosphorus from stormwater with influent concentrations between 0.1 and 0.5 mg/l.
 The MWS – Linear Modular wetland is capable of removing a minimum of 30-percent of dissolved Copper from stormwater with influent concentrations between 0.005 and

0.020 mg/l.
 The MWS – Linear Modular wetland is capable of removing a minimum of 60-percent of dissolved Zinc from stormwater with influent concentrations between 0.02 and 0.30 mg/l.

Ecology Recommendations:
 Modular Wetland Systems, Inc. has shown Ecology, through laboratory and field- testing, that the MWS - Linear Modular Wetland Stormwater Treatment System filter system is capable of attaining Ecology's Basic, Total phosphorus, and Enhanced treatment goals.

Findings of Fact:

Laboratory Testing
The MWS-Linear Modular wetland has the:
 Capability to remove 99 percent of total suspended solids (using Sil-Co-Sil 106) in a quarter-scale model with influent concentrations of 270 mg/L.  Capability to remove 91 percent of total suspended solids (using Sil-Co-Sil 106) in laboratory conditions with influent concentrations of 84.6 mg/L at a flow rate of 3.0 gpm per square foot of media.
 Capability to remove 93 percent of dissolved Copper in a quarter-scale model with influent concentrations of 0.757 mg/L.
 Capability to remove 79 percent of dissolved Copper in laboratory conditions with influent concentrations of 0.567 mg/L at a flow rate of 3.0 gpm per square foot of media.
 Capability to remove 80.5-percent of dissolved Zinc in a quarter-scale model with influent concentrations of 0.95 mg/L at a flow rate of 3.0 gpm per square foot of media.  Capability to remove 78-percent of dissolved Zinc in laboratory conditions with influent concentrations of 0.75 mg/L at a flow rate of 3.0 gpm per square foot of media.

Field Testing
 Modular Wetland Systems, Inc. conducted monitoring of an MWS-Linear (Model # MWS-L-4-13) from April 2012 through May 2013, at a transportation maintenance facility in Portland, Oregon. The manufacturer collected flow-weighted composite samples of the system’s influent and effluent during 28 separate storm events. The system treated approximately 75 percent of the runoff from 53.5 inches of rainfall during the monitoring period. The applicant sized the system at 1 gpm/sq ft. (wetland media) and 3gpm/sq ft. (prefilter).
 Influent TSS concentrations for qualifying sampled storm events ranged from 20 to 339 mg/L. Average TSS removal for influent concentrations greater than 100 mg/L (n=7) averaged 85 percent. For influent concentrations in the range of 20-100 mg/L (n=18), the upper 95 percent confidence interval about the mean effluent concentration was

12.8 mg/L.
 Total phosphorus removal for 17 events with influent TP concentrations in the range of

0.1 to 0.5 mg/L averaged 65 percent. A bootstrap estimate of the lower 95 percent confidence limit (LCL95) of the mean total phosphorus reduction was 58 percent.  The lower 95 percent confidence limit of the mean percent removal was 60.5 percent for dissolved zinc for influent concentrations in the range of 0.02 to 0.3 mg/L (n=11).

The lower 95 percent confidence limit of the mean percent removal was 32.5 percent for dissolved copper for influent concentrations in the range of 0.005 to 0.02 mg/L (n=14) at flow rates up to 28 gpm (design flow rate 41 gpm). Laboratory test data augmented the data set, showing dissolved copper removal at the design flow rate of 41 gpm (93 percent reduction in influent dissolved copper of 0.757 mg/L).

Issues to be addressed by the Company:

1. Modular Wetland Systems, Inc. should collect maintenance and inspection data for the first year on all installations in the Northwest in order to assess standard maintenance requirements for various land uses in the region. Modular Wetland Systems, Inc. should use these data to establish required maintenance cycles.

2. Modular Wetland Systems, Inc. should collect pre-treatment chamber sediment depth data for the first year of operation for all installations in the Northwest. Modular Wetland Systems, Inc. will use these data to create a correlation between sediment depth and pre-filter clogging.

Technology Description:

Download at http://www.modularwetlands.com/
Contact Information:

Applicant: Zach Kent
BioClean A Forterra Company.
398 Vi9a El Centro
Oceanside, CA 92058
[email protected]

Applicant website: http://www.modularwetlands.com/

Ecology web link: http://www.ecy.wa.gov/programs/wg/stormwater/newtech/index.html

Ecology: Douglas C. Howie, P.E.

Department of Ecology
Water Quality Program
(360) 407-6444
[email protected]
Revision History
Date Revision
June 2011 Original use-level-designation document
September 2012 Revised dates for TER and expiration
January 2013 Modified Design Storm Description, added Revision Table, added maintenance discussion, modified format in accordance with Ecology standard
December 2013 Updated name of Applicant
April 2014 Approved GULD designation for Basic, Phosphorus, and Enhanced treatment
December 2015 Updated GULD to document the acceptance of MWS-Linear Modular Wetland installations with or without the inclusion of plants July 2017 Revised Manufacturer Contact Information (name, address, and email)

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ATTACHMENT 2

BACKUP FOR PDP HYDROMODIFICATION CONTROL MEASURES

This is the cover sheet for Attachment 2.

Mark this box if this attachment is empty because the project is exempt from PDP hydromodification management requirements.

Indicate which Items are Included behind this cover sheet:

Attachment
Sequence
Contents Checklist
Attachment 2a Hydromodification Management Exhibit
(Required)

 Included

See Hydromodification Management
Exhibit Checklist on the back of this
Attachment cover sheet.

Attachment 2 b Management of Critical Coarse Sediment
Yield Areas (WMAA Exhibit is required,
additional analyses are optional)

See Section 6.2 of the BMP Design
Manual.
Exhibit showing project drainage
boundaries marked on WMAA
Critical Coarse Sediment Yield Area
Map (Required)

Optional analyses for Critical Coarse
Sediment Yield Area Determination
6.2.1 Verification of Geomorphic
Landscape Units Onsite
6.2.2 Downstream Systems
Sensitivity to Coarse Sediment
6.2.3 Optional Additional Analysis of
Potential Critical Coarse Sediment
Yield Areas Onsite

Attachment 2 c Geomorphic Assessment of Receiving
Channels (Optional)
See Section 6.3.4 of the BMP Design
Manual.
Not performed
 Included
Submitted as separate stand-alone
document

Attachment 2 d Flow Control Facility Design , including Structural BMP Drawdown Calculations
and Overflow Design Summary
(Required)
See Chapter 6 and Appendix G of the
BMP Design Manual
 Included
Submitted as separate stand-alone
document

Attachment 2e Vector Control Plan (Required when
structural BMPs will not drain in 96
hours)
Included
 Not required because BMPs will
drain in less than 96 hours

SEE HMP REPORT
City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: November 18, 2022
Use this checklist to ensure the required information has been included on the Hydromodification Management Exhibit:

The Hydromodification Management Exhibit must identify:

 Underlying hydrologic soil group
 Approximate depth to groundwater
 Existing natural hydrologic features ( watercourses, seeps, springs, wetlands) Critical coarse sediment yield areas to be protected
 Existing topography
 Existing and proposed site drainage network and connections to drainage offsite  Proposed grading
 Proposed impervious features
 Proposed design features and surface treatments used to minimize imperviousness  Point(s) of Compliance (POC) for Hydromodification Management  Existing and proposed drainage boundary and drainage area to each POC (when necessary, create separate exhibits for pre-development and post-project conditions)  Structural BMPs for hydromodification management (identify location, type of BMP, and size/detail)

ATTACHMENT 2C

FOR REVIEW ONLY

HYDROMODIFICATION SCREENING

FOR

RESTAURANT ROW

September 20, 2022

Will sign and stamp upon approval

Wayne W. Chang, MS, PE 46548
Chang
Civil Engineering ◦ Hydrology ◦ Hydraulics ◦ Sedimentation

P.O. Box 9496
Rancho Santa Fe, CA 92067
(858) 692-0760

FOR REVIEW ONLY
-TABLE OF CONTENTS -

Introduction ...................................................................................................................................1 Domain of Analysis ......................................................................................................................2 Initial Desktop Analysis ................................................................................................................4 Field Screening .............................................................................................................................5 Conclusion ....................................................................................................................................9 Figures.........................................................................................................................................10

APPENDICES

A. SCCWRP Initial Desktop Analysis

B. SCCWRP Field Screening Data

1 INTRODUCTION

The County of San Diego’s March 2011, Final Hydromodification Management Plan; January 8, 2011, Standard Urban Stormwater Mitigation Plan (SUSMP); and City of San Marcos’ February 2016, BMP Design Manual, outline low flow thresholds for hydromodification analyses. The thresholds are based on a percentage of the pre-project 2-year flow (Q 2), i.e., 0.1Q 2 (low flow threshold and high susceptibility to erosion), 0.3Q 2 (medium flow threshold and medium susceptibility to erosion), or 0.5Q 2 (high flow threshold and low susceptibility to erosion). A flow threshold of 0.1Q 2 represents a natural downstream receiving conveyance system with a high susceptibility to bed and/ or bank erosion. This is the default value used for hydromodification analyses and will result in the most conservati ve (largest) on-site facility sizing. A flow threshold of 0.3Q 2 or 0.5Q2 represents downstream receiving conveyance systems with a medium or low susceptibility to erosion, respectively. In order to qualify for a medium or low erosion susceptibility rating, a project must perform a channel screening analysis based on the March 2010, Hydromodification Screening Tools: Field Manual for Assessing Channel Susceptibility, developed by the Southern Californi a Coastal Water Research Project (SCCWRP). The SCCWRP results are compared with the critical shear stress results from the County of San Diego’s Critical Flow Calculator spreadsheet to es tablish the appropriate erosion susceptibility threshold of low, medium, or high.

2 This report provides a hydromodification screeni ng analysis for the proposed Restaurant Row redevelopment project located with in Old California Restaurant Ro w in the city of San Marcos.

The site is bounded by West San Marcos Boulevard to the south and Via Ve ra Cruz to the east (see the Vicinity Map). Under existing conditions, the project area consists of commercial development with restaurants surrounded by a larg e parking lot. Surrounding uses include Wells Fargo Bank, a Buffalo Wild Wings , and additional restaurants to the east as well as health service and commercial buildings to the north . An unoccupied commercial site and a Regal Edwards cinema are to the west. Vacant land and commercial uses are south along the opposite side of West San Marcos Boulevard.

The project proposes to demolish the existing de velopment and replace it with a mixed-use zone that incorporates retail storefronts, urban liv ing, and community destin ations in a vertical pedestrian-oriented setting. To maintain the pedestrian-orien ted setting, the ground floor will be limited to retail and other activ e uses along the primary street frontage of Via Vera Cruz and West San Marcos Boulevard. Residential units will encompass the majority of the site, including homes over commercial units along the project frontage.

Under existing conditions, the site generally drai ns towards its center. The storm runoff is captured by a culvert that extends westerly throu gh the center of the site from Via Vera Cruz to an existing downstream concrete trapezoidal channel (see the Study Area Exhibit in Appendix A). The project will treat its storm runoff in on- site BMPs, then convey the runoff to the culvert and trapezoidal channel simila r to existing conditions. The dow nstream drainage conveyances under existing and proposed conditions are as follows. The concrete trapezoidal channel continues approximately 900 feet west to South Las Posas Road. The flow then enters a box culvert that crosses under the road. The box culver t discharges into an unnamed natural drainage course on the west side of the road. The unnamed natural drainage course extends 270 feet west to Lower Las Posas Creek. Lower Las Posas Cr eek is a naturally-lined watercourse that continues over 1,700 feet south to San Marcos Cree k. San Marcos Creek is also naturally-lined and flows a short distance to Lake San Marcos and ultimately over 4 miles to Batiquitos Lagoon.

The SCCWRP screening tool requires both office and field work to establish the vertical and lateral susceptib ility of a downstream rece iving channel to erosion. The vertical and lateral assessments are performed independently of each other although the la teral results can be affected by the vertic al rating. A screening an alysis was performed to assess the low flow threshold for the project’s point of compliance, which is at the discharge point from the South Las Posas Road box culvert into the unnamed natural drainage course.

The initial step in performing the SCCWRP scr eening analysis is to establish the domain of analysis and the study reaches within the domain. This is followed by office and field components of the screening tool along with the associ ated analyses and re sults. The following sections cover these procedures in sequence.

3 DOMAIN OF ANALYSIS

SCCWRP defines an upstream and downstream domain of analys is, which establish the study limits. The County of San Diego’s HMP specifies the downstream domain of analysis based on the SCCWRP criteria. The HMP indicates that the downstream domain is the first point where one of these is reached:

 at least one reach downstream of the first grade control point  tidal backwater/lentic waterbody
 equal order tributary
 accumulation of 50 percent drainage area for stream systems or 100 percent drainage area for urban conveyance systems (storm drains, hardened channels, etc.)

The upstream limit is defined as:

 proceed upstream for 20 channel top widths or to the first grade control point, whichever comes first. Identify hard points that can check headward migration and evidence of active headcutting.

SCCWRP defines the maximum spatia l unit, or reach (a reach is circa 20 channel widths), for assigning a susceptibility rating within the domain of analysis to be 200 meters (656 feet). If the domain of analysis is greater than 200 meters , the study area can be subdivided into smaller reaches of less than 200 meters for analysis. Mo st of the units in the HMP’s SCCWRP analysis are metric. Metric units are used in this repor t only where given so in the HMP. Otherwise, English units are used.

Downstream Domain of Analysis
The downstream domain of analysis for the st udy area has been determined by assessing and comparing the four bullet items above. As disc ussed previously, the proj ect’s storm runoff will outlet from hardened, non- erodible drainage facilities to an unnamed natural drainage course on the west side of South Las Posas Road. The di scharge point into the unnamed natural drainage course is the point of comp liance (POC) for hydromodificati on purposes (see the Study Area Exhibit included in Appendix A). The POC is the poi nt below which a drainage course is natural and susceptible to erosion. The downstream domain of analysis location is selected below this POC.

Per the first bullet item, the first permanent grad e control below the POC was identified during a site visit. The first grade control occurs where Lower Las Posas Creek enters triple reinforced concrete box culverts that cross under West Sa n Marcos Boulevard, which are approximately 1,100 feet downstream of the POC. The culverts are non-erodible facilitie s that provide a grade control for the upstream channel bed. i.e., they will prevent erosion of the upstream channel bed.

The second bullet item criteria is based on the lentic waterbody. Th e nearest lentic (standing or still water such as ponds, pools, marshes, lakes, etc. ) waterbody is Lake San Marcos. The Lake San Marcos lentic waterbody is further downstr eam from the POC than the permanent grade 4 control, so the second bullet item will not govern over the first bullet item in establishing the downstream domain of analysis location.

The third bullet item is met when the natura l watercourse below a POC confluences with a stream with an equal order or larger tributar y area. As mentioned above, the unnamed natural drainage course confluences with Lower Las Po sas Creek 270 feet downstream of the POC. The Lower Las Posas Creek watershed covers over 2.6 square miles according to the USGS Streamstats program (see Appendi x A), which is based on a digi tal elevation m odel and digital representation of the stream netw ork. This is larger than the wa tershed tributary to the unnamed natural drainage course, whic h was delineated as 99.80 acre s from SANGIS 2-foot contour interval topographic mapping (see the Watershed Exhibit in Appendix A). Therefore, the third bullet item is met at the confluence since the unnamed natural drainage course joins the much larger Lower Las Posas Creek watershed. The confluence is closer to the POC than the permanent grade control, so the third bullet it em will govern over the fi rst in establishing the downstream domain of analysis location.

The fourth bullet item is met when the natu ral stream below a POC accumulates 50 or 100 percent drainage area for natural or urban drai nage systems, respectively. The unnamed natural drainage course below the POC is a natural draina ge system, so 50 percent applies. It is clear from the Watershed Exhibit that 50 percent a dditional drainage area will not be accumulated along the unnamed natural drainage course be tween the POC and Lower Las Posas Creek.

Therefore, the fourth bullet item will not govern over the third bullet item.

Based on the above information, the downstream domain of analys is location is established by the equal order tributary criteria (bullet item 3) and occurs where unnamed natural drainage course confluences with the larger Lower Las Posas Creek.

Upstream Domain of Analysis
The existing hardened, non-erodible drainage faci lities (culverts and concrete trapezoidal channel) from the site to the POC outlet into th e uppermost end of the unnamed natural drainage course. Since the unnamed natural drainage course does not ex tend upstream of the POC, the upstream domain of analysis location is at the POC.

Study Reaches within Domain of Analysis
After the upstream and downstream domain of analysis locations are established for the POC, the study reach is identified (see the Study Area Exhibit). The enti re domain of analysis extends along the unnamed natural drainage course from the upstream domai n of analysis location at the POC to the downstream domain of analysis loca tion at the confluence with Lower Las Posas Creek. This segment was analyzed as a single study reach, Reach 1, which is 270 feet long so within the 656-foot maximum reach length specified by SCCWRP.

INITIAL DESKTOP ANALYSIS

After the domain of analysis is established, SCCWRP requires an “initial desktop analysis” that involves office work. The initial desktop analysis establishes the watershed area, mean annual 5 precipitation, valley slope, and valley width. These terms are defined in Form 1, which is included in Appendix A. SCCWRP recommends th e use of National Elevation Data (NED) to determine the watershed area, valley slope, and valley width. NED is similar to USGS quadrangle mapping. SANGIS’ 2-foot contour t opographic mapping was available, which is more accurate than NED mapping, so the SA NGIS mapping was used to determine the watershed area, valley slope, and valley width.

The watershed area associated with Reach 1 was delineated from the SANGIS topographic mapping supplemented with existing drainage facility data from the City of San Marcos’ April 2019 Drainage Master Plan Storm Drain Inventory sheets. The delineation is included on the Watershed Exhibit and shows that the watershe d area tributary to Reach 1 covers 99.80 acres (0.1559 square miles).

The mean annual precipitation was obtained from the rain gages closest to the site. These are the Western Regional Climate Center ’s Escondido and Escondido 2 ga ges (see Appendix A). The average annual rainfall measured at the Escondido gage for th e period of record from 1893 to 1979 is 16.22 inches. The average annual rainfall measured at the Escondido 2 gage for the period of record from 1979 to 2013 is 14.93 inches . The time-weighted av erage rainfall from these two gages is 15.85 inches.

The valley slope and valley width for Reach 1 was obtained from SANGIS’ 2-foot contour interval topographic mapping. The valley slope is the longitudinal slope of the channel bed along the flow line, so it is determined by dividing th e elevation difference within a study reach by the length of the flow line. The vall ey width is the valley bottom width dictated by breaks in the hillslope. The valley slope and valley width with in Reach 1 along with the watershed area are included in Table 1.

Reach Tributary Watershed
Area, sq. mi.

Valley Slope,
m/m
Valley Width,
m
1 0.1559 0.0110 2.74

Table 1. Summary of Drainage Area, Valley Slope, and Valley Width

The above described values were input to a spreadshee t to calculate the s imulated peak flow, screening index, and valley width index outlined in Form 1. The input data and results are tabulated in Appendix A. This completes the initial desktop analysis.

FIELD SCREENING

After the initial deskto p analysis is done, a field assessme nt must be performed. The field assessment is used to establish a natural channel’s vertical and lateral suscep tibility to erosion.

SCCWRP states that although they are admittedly linked, vertical and lateral susceptibility are assessed separately for several reasons. First, vertical and lateral re sponses are primarily controlled by different types of resistance, wh ich, when assessed separa tely, may improve ease of use and lead to increased repeatability compared to an integrated, cross-dimensional 6 assessment. Second, the mechanisti c differences between vertical and lateral responses point to different modeling tools and potentially differe nt management strategies. Having separate screening ratings may better direct users and managers to the most appropriate tools for subsequent analyses.

The field screening tool uses combinations of decision trees and checklists. Decision trees are typically used when a question can be answered fairly definitively and/or quantitatively (e.g., d 50 < 16 mm). Checklists are used where answers are relatively qualitative (e.g., the condition of a grade control). Low, medium, high, and very high ra tings are applied separately to the vertical and lateral analyses. When the vertical and late ral analyses return divergent values, the most conservative value shall be selected as the flow threshold for the hydromodification analyses.

Vertical Stability
The purpose of the vertical stability decision tree (Figure 6-4 in the County of San Diego HMP) is to assess the state of the cha nnel bed with a particular focus on the risk of incision (i.e., down cutting). The decision tree is included in Figure 5. The first step is to assess the channel bed resistance. There are three categories defined as follows:

1. Labile Bed – sand-dominated bed, little resistant substrate.

2. Transitional/Intermediate Bed – bed typica lly characterized by gravel/small cobble, Intermediate level of resistance of the substrate and uncertain potential for armoring.

3. Threshold Bed (Coarse/Armored Bed) – armo red with large cobbles or larger bed material or highly-resistant bed substrate (i.e., bedrock).

Based on the channel photographs and site inve stigation, the bed mate rial and resistance (associated with moderate to de nse vegetation) are generally with in the transitional/intermediate bed category. Some bed areas co ntained smaller grai n sizes typically found in a labile bed.

However, Reach 1 does not meet the criteria of containing loosely-packed material. The material is moderately-packed with dense vegetation bindi ng the soil, which is a characteristic of an intermediate bed.

In addition to the material si ze and compaction, there are severa l factors that establish the erodibility of a channel such as the flow rate (i.e., size of the tributary area), grade controls, channel slope, vegetative cover, channel pl anform, etc. The Introdu ction of the SCCWRP Hydromodification Screening Tools: Field Manual identifies several of these factors. When multiple factors influence erodibility, it is a ppropriate to perform the more detailed SCCWRP analysis, which is to analyze a channel according to SCCWRP’s transitional/intermediate bed procedure. This requires the most rigorous steps and will generate the appropriate results given the range of factors that define erodibility. The transitional/intermediate bed procedure takes into account that bed material may fall within the labile category (the bed material size is used in SCCWRP’s Form 3 Figure 4), but other factors may trend towa rds a less erodible condition. Dr.

Eric Stein from SCCWRP, who co-authored th e Hydromodification Screening Tools: Field Manual in the Final Hydromodifica tion Management Plan (HMP), indicated that it would be appropriate to analyze channels with multiple factors that impact erodibili ty using the 7 transitional/intermediate bed procedure. Consequently, this procedure was used to produce more accurate results.

Transitional/intermediate beds c over a wide susceptibility/potential response range and need to be assessed in greater detail to develop a weight of evidence for the appropriate screening rating.

The three primary risk factors used to asse ss vertical susceptibility for channels with transitional/intermediate bed materials are:

1. Armoring potential – three states (Checklist 1)

2. Grade control – three states (Checklist 2)

3. Proximity to regionally-calibrated incision/braiding threshold (Screening Index Threshold – Probability Diagram)

These three risk factors are assessed using chec klists and a diagram (see Appendix B), and the results of each are combined to provide a fi nal vertical susceptibility rating for the intermediate/transitional bed-material group. Each checklist and diagram contains a Category A, B, or C rating. Category A is the most resistant to vertical changes while Category C is the most susceptible.

Checklist 1 determines armoring potential of th e channel bed. The natural channel bed along Reach 1 is assigned to Category B, which repr esents intermediate bed material of unknown resistance or unknown armoring po tential due to a surface veneer such as vegetation. The soil was probed and penetration was relatively difficult th rough the underlying layer. Consequently, Reach 1 is classified in Category B within Checklist 1.

Checklist 2 determines grade control characteristics of the channel bed. This is established by the spacing of grade controls along the channel. Ca tegory B on Checklist 2 is based on a spacing of 2/S
v or 4/Sv. Sv is 0.0110 from the Form 1 analysis in Appendix A. From this, 2/S v is 182 meters (597 feet), while 4/Sv is 364 meters (1,194 feet). Reach 1 is 270 feet long. Therefore, Reach 1 is shorter than 2/Sv and within Category A on Checklist 2.

The Screening Index Threshold is a probability di agram that depicts the risk of incising or braiding based on the potential st ream power of the valley rela tive to the median particle diameter. The threshold is based on regional data from Dr. Howard Chang of Chang Consultants and others. The probability diagram is based on d
50 as well as the screening index (INDEX) value
determined in the initial desktop analysis (s ee Appendix A). The Form 1 results in Appendix A determined an INDEX of 0.010 for Reach 1. The Sc reening Index Threshold diagram shows that the probability of incising or braiding is less than 50 percent regardless of d 50 for an INDEX value of 0.010. Since Reach 1’s Screening Index valu e is less than all of the 50 percent values, Reach 1 is within Category A.

The overall vertical rating is determined from th e Checklist 1, Checklist 2, and Mobility Index Threshold results. The scoring is based on the following values:

8 Category A = 3, Category B = 6, Category C = 9

The vertical rating score is based on these values and the equation:

Vertical Rating = [(ar moring × grade control)
1/2 × screening index score]1/2
= [(6 × 3) 1/2 × 3]1/2
= 3.6

Since the vertical rating is less than 4.5, Reach 1 has a low threshold for vertical susceptibility.

Lateral Stability
The purpose of the lateral decision tree (Figure 6-5 from County of San Diego HMP included in Figure 6) is to assess the state of the channel banks with a focus on the risk of widening.

Channels can widen from either bank failure or through fluvial a vulsions such as chute cutoffs and braiding. Widening through fl uvial avulsions/active braiding is a relatively straightforward observation. If braiding is not already occurring, the next logical step is to assess the condition of the banks. Banks fail through a variety of mechan isms; however, one of the most important distinctions is whether they fail in mass (a s many particles) or by fluvial detachment of individual particles. Although much research is dedicated to the combined effects of weakening, fluvial erosion, and mass failure, SCCWRP found it valuable to segregat e bank types based on the inference of the dominant failure mechanism (as the management approach may vary based on the dominant failure mechan ism). A decision tree (Form 4 in Appendix B) is used in conducting the lateral susceptibility assessment. Definitions are provided below for terms used in the lateral susceptibility assessment.

The first step in the decision tree is to dete rmine if lateral adjus tments are occurring. The adjustments can take the form of extensive mass wasting (greater than 50 percent of the banks are exhibiting planar, slab, or rotational failures a nd/or scalloping, undermin ing, and/or tension cracks). The adjustments can also involve extensive fluvial erosion (si gnificant and frequent bank cuts on over 50 percent of the banks). Neith er mass wasting nor exte nsive fluvial erosion was evident within Reach 1 during a field investigation.

The next step in the Form 4 decision tree is to assess the consolidation of the bank material. The banks were moderate to well -consolidated. This determina tion was made because the ground surface was difficult to penetrate with a probe and the banks were densely vegetated as seen in the figures. In addition, the ba nks showed no evidence of extensive crumbling and were composed of relatively well-packed particles.

Form 6 (see Appendix B) is used to assess the probability of mass was ting. Form 6 identifies a 10, 50, and 90 percent probability based on th e bank angle and bank height. From the topographic mapping and site investigation, the aver age bank angle in Reach 1 is approximately 2:1 (22.6 degrees) or less. Form 6 shows that th e probably of mass wasting and bank failure has less than 10 percent risk for a 22.6 degree bank angle or less regardless of the bank height.

The final two steps in the Form 4 decision tree are based on the braiding risk determined from the vertical rating as well as the Valley Width Index (VWI) calculated in Appendix A. If the 9 vertical rating is high, the braiding risk is consid ered to be greater than 50 percent. Excessive braiding can lead to lateral bank failure. For Reach 1 the vertical rating is low, so the braiding risk is less than 50 percent. Fu rthermore, a VWI greater than 2 represents channels unconfined by bedrock or hillslope and, hence, subject to lateral migration. The VWI calculation in the spreadsheet in Appendix A shows that the VWI for Reach 1 (0.42) is less than 2.

From the above steps, the lateral susceptibility rating is low (red circles are included on the Form 4: Lateral Susceptibility Field Sheet decision tree in Appendix B showing the decision path).

CONCLUSION

The SCCWRP channel screening tools were used to assess the downstream channel susceptibility for the Restaurant Row redevelo pment project being de signed by Project Design Consultants. The project runoff will be treated and then collected and conveyed in hardened, non-erodible drainage faci lities to an unnamed na tural drainage course . An assessment was performed for the unnamed natural drainage course based on office analyses and field work. The results indicate a low threshold for vertical and lateral susceptibilities for Reach 1.

The HMP requires that these results be compared with the critical stress calculator results outlined in the County of San Diego HMP. The crit ical stress results are included in Appendix B for the study reach using the spreadsheet provided by the County. The channel dimensions were estimated from topographic mapping and Google Ea rth. Based on these values, the critical stress results returned a low threshold consistent with the SCCWRP channel screening results.

Therefore, the SCCWRP analyses and critical st ress calculator demonstrate that a low overall threshold is applicable to the study reach (i.e., 0.5Q
2).

Chang Consultants previously prepared the June 24, 2021, Hydromodification Screening for the Cherokee Property, which contained an assessment of Lo wer Las Posas Creek below Reach 1.

The Cherokee report determined a lower susceptibility to erosion, so the Re staurant Row results are consistent with the downstream receiving channel results.

10 Figure 1. Point of Compliance into Reach 1 at Outlet of South Las Posas Road Box Culvert

Figure 2. Looking Towards Upper End of Reach 1

11 Figure 3. Looking Downstream from Middle of Reach 1

Figure 4. Looking Upstream Towards Reach 1 from Lower End

12 Figure 5. SCCWRP Vertical Channel Susceptibility Matrix

13 Figure 6. SCCWRP Lateral Channel Susceptibility Matrix

APPENDIX A

SCCWRP INITIAL DESKTOP ANALYSIS

FORM 1: INITIAL DESKTOP ANALYSIS
Complete all shaded sections.

IF required at multiple locations, circle one of the following site types:

Applicant Site / Upstream Extent / Downstream Extent

Location: Latitude: Longitude:

Description (river name, crossing streets, etc.):

GIS Parameters: The International System of Units (SI) is used throughout the assessment as the field standard and for consistency with the broader scientific community. However, as the singular exception, US Customary units are used for contributing drainage area (A) and mean annual precipitation (P) to apply regional flow equations after the USGS. See SCCWRP Technical Report 607 for example measurements and “Screening Tool Data Entry.xls” for automated calculations.

Form 1 Table 1. Initial desktop analysis in GIS.

Symbol Variable Description and Source Value
A Area
(mi2)
Contributing drainage area to screening location via published Hydrologic Unit Codes (HUCs) and/or ≤ 30 m National Elevation Data (NED), USGS seamless server

Watershed
properties
(English units)
P Mean annual
precipitation
(in)
Area-weighted annual precipitation via USGS delineated polygons using records from 1900 to 1960 (which was more significant in hydrologic models than polygons delineated from shorter record lengths)

Sv Valley slope
(m/m)
Valley slope at site via NED, measured over a relatively homogenous valley segment as dictated by hillslope configuration, tributary confluences, etc., over a distance of up to ~500 m or 10% of the main- channel length from site to drainage divide

Site properties
(SI units)
Wv Valley width
(m)
Valley bottom width at site between natural valley walls as dictated by clear breaks in hillslope on NED raster, irrespective of potential armoring from floodplain encroachment, levees, etc. (imprecise measurements have negligible effect on rating in wide valleys where VWI is >> 2, as defined in lateral decision tree)

Form 1 Tabl e 2. Simplif ied peak flo w, screening index, and valley width index. Values for this table should be calculated in the sequence shown in this table, using values from Form 1 Table 1.

Symbol Dependent Variable Equation Required Units Value Q10cfs 10-yr peak flow (ft3/s) Q 10cfs = 18.2 * A 0.87 * P 0.77 A (mi2) P (in)
Q10 10-yr peak flow (m3/s) Q 10 = 0.0283 * Q10cfs Q 10cfs (ft3/s) INDEX 10-yr screening index (m1.5/s0.5) INDEX = Sv*Q10 0.5 Sv (m/m) Q10 (m3/s)
Wref Reference width (m) W ref = 6.99 * Q10 0.438 Q 10 (m3/s) VWI Valley width index (m/m) VWI = W v/Wref Wv (m)
Wref (m)
(Sheet 1 of 1)
B - 3

33.13487 -117.19513 Old Restaurant Row Redevelopment
Unnamed Natural Drainage Course - Tributary to Lower Las Posas Creek See attached
Form 1 table
on next page
for calculated
values for each
reach.

See attached
Form 1 table
on next page
for calculated
values for each
reach.

SCCWRP FORM 1 ANALYSES
Reach
Area
A, sq. mi.

Mean Annual Precip.

P, inches
Valley Slope
Sv, m/m
Valley Width
Wv, m
10-Year Flow
Q10cfs, cfs
10-Year Flow
Q10, cms
1 0.1559 15.85 0.0110 2.74 30.3 0.86
Reach
10-Year Screening Index
INDEX
Reference Width
Wref, m
Valley Width Index
VWI, m/m
1 0.010 6.54 0.42

/0 /1 /2 /3 /4/5/0/1 /4 /1 /6 /i255 /8 /3 /9 /10 /2 /1
/11 /12 /13 /14 /15 /i255 /17 /18 /12 /19 /12 /20 /21 /22 /19 /14 /13 /21 /14 /20 /13 /23 /4 /2 /4/5/3/1 /3 /2 /i255 /24 /10 /25/3/23 /4 /2 /4/5/3/1 /3 /2 /i255 /26 /3 /6 /27 /2 /28 /9 /1 /28 /10/29/30 /4 /31 /32/3/33 /29 /28 /1 /34 /35/36/37/35 /38/37/37 /19 /22 /12 /i255 /21 /18 /12 /21 /i255 /39 /19 /12 /14 /15 /13 /i255 /21 /40 /i255 /12 /i255 /41 /40 /14 /15 /21 /i255 /40 /15 /i255 /12 /i255 /13 /21 /19 /22 /12/42/43 /44 /45 /46/43/13/47 /48 /12 /19 /22 /i255/42/14/49 /22 /13 /50 /22 /15 /22 /19 /12 /49 /i255 /34 /14 /13 /20 /49 /12 /14/42/22/19 /13 /8 /3 /58 /28 /10 /29 /i255 /59 /26/60/17 /37
/61/10/2 /62 /6 /9 /4 /27 /3 /i255 /59 /26/60/17 /37 /43 /63 /43 /46 /63 /45 /43 /64 /63 /65 /43 /66 /46 /67 /68 /69 /66 /63 /63 /63 /24 /31 /28 /27 /62 /3 /25 /i255 /23 /10 /28 /29 /1 /i255 /70 /71 /4 /1 /28 /1 /32 /25 /3 /72 /i255 /71 /10 /29 /58 /28 /1 /32 /25 /3 /73/60/64 /64 /44 /46 /64 /43 /63 /65 /54 /i255 /74 /46 /46 /67 /44 /46 /69 /68 /63 /65 /75 /28/5/3/60/43 /63 /43 /46 /74 /63 /45 /74 /43 /43 /i255 /43 /43 /76 /43 /66 /76 /64 /65 /i255 /74 /63 /67 /63 /63 Lower Las Posas Creek Watershed
Reach 1
Rain Gages
Rain Gages
/0/1/2/3/1/2/4/2/5 /6/7/8/9/10/11/12/11/9/13/i255/8/15/16/12/17/9/18/10/12/15/i255/19/i255/8/20/21/22/23/24/25/i255/7/26/22/22/23/27/28 /29/24/24/30/31/32/1/1/33/27/34/34/35/36/27/21/35/25/36/26/1/34/37/21/19/38/21/39/1/34/20/21/40/15/12/10/35/30/20/41/34/23/2/42/43/2 /5/1/5 /44/45/46/47/48/49/50/49/47/51/i255/46/53/54/50/55/47/56/48/50/53/i255/57/58/59/60/61/62/60/63 /64/65/66/67/68/69/i255/68/70/i255/56/65/71/68/66/69/i255/72/68/73/74/75/76/77/i255/46/76/67/78/79/74/65/i255/45/80/78/78/79/66/77 /64/65/66/67/68/69/i255/68/70/i255/56/65/71/68/66/69/i255/81/i255/82/60/83/58/82/83/82/61/84/85/i255/74/68/i255/58/85/83/85/82/83/82/84/86/84 /87/88/89/90 /91/92/93 /88/94/95/96/94/93 /88/97/87/98/89/87 /98/99/95 /98/100/101/91/96/102/103/104/105/106/107/108/91/103/95/89/89/98/88/99 /95/107/91/94/88/100/91/i255/93/88/110/111/i255/112/91/113/96/91/94/88/104/98/94/91/i255/114/90/115/116/117/111/118/116/116/111/119/116/120/111/120/121/122/111/122/121/116/111/123/120/122/111/124/120/120/111/122/120/120/111/122/120/125/111/121/121/118/111/124/121/122/111/118/116/116/111/125/121/125/111/118 /95/107/91/94/88/100/91/i255/93/126/89/111/i255/112/91/113/96/91/94/88/104/98/94/91/i255/114/90/115/119/121/111/123/119/118/111/121/117/122/111/117/117/116/111/124/125/124/111/125/125/117/111/124/125/120/111/124/125/120/111/116/125/125/111/123/117/120/111/121/117/123/111/122/119/121/111/117/117/121/111/117 /95/107/91/94/88/100/91/i255/112/106/104/88/99/i255/127/94/91/103/126/96/126/104/88/104/126/106/89 /114/126/89/111/115 /119/111/122/117/119/111/123/123/122/111/116/120/123/111/119/122/124/111/117/121/124/111/124/118/124/111/124/119/124/111/123/119/124/111/122/119/124/111/121/124/123/111/125/117/122/111/116/121/123/116/111/122/122 /95/107/91/94/88/100/91/i255/112/106/104/88/99/i255/101/89/106/128/90/88/99/99/i255/114/126/89/111/115/124 /111/124/124/111/124/124/111/124/124/111/124/124/111/124/124/111/124/124/111/124/124/111/124/124/111/124/124/111/124/124/111/124/124/111/124/124/111/124 /95/107/91/94/88/100/91/i255/101/89/106/128/i255/108/91/96/104/129/i255/114/126/89/111/115/105 /106/108/88/104/88 /127/91/94/103/91/89/104/i255/106/130/i255/96/106/131/131/126/92/99/91/i255/106/92/131/91/94/107/88/104/126/106/89/131/i255/130/106/94/i255/96/91/94/126/106/132/i255/106/130/i255/94/91/103/106/94/132/111 /i255/93/88/110/111/i255/112/91/113/96/111/133/i255/118/118/111/121/134/i255/93/126/89/111/i255/112/91/113/96/111/133/i255/118/118/111/121/134/i255/127/94/91/103/126/96/126/104/88/104/126/106/89/133/i255/118/118/111/121/134/i255/101/89/106/128/130/88/99/99/133/i255/116/119/111/116/134/i255/101/89/106/128/i255/108/91/96/104/129/133/i255/116/119/111/125/134/i255 /i255/135/129/91/103/136/i255/101/104/88/104/126/106/89/i255/93/91/104/88/132/88/104/88/i255/106/94/i255/93/91/104/88/132/88/104/88/i255/100/94/88/96/129/126/103/131/i255/130/106/94/i255/113/106/94/91/i255/132/91/104/88/126/99/i255/88/92/106/98/104/i255/132/88/104/88/i255/103/106/113/96/99/91/104/91/89/91/131/131/111 /137/138/139/140/138/141/142/i255/144/138/145/146/147/142/148/149/i255/150/149/146/151/148/140/138/i255/150/138/142/140/138/141/152/i255/153/141/154/154/155/156/141/146/157/138/156/158

/0/1/2/3/1/2/4/2/5 /6/7/8/9/10/11/12/11/9/i255/2/14/i255/8/15/16/12/17/9/18/10/12/15/i255/19/i255/8/20/21/22/23/24/25/i255/7/26/22/22/23/27/28 /29/24/24/30/31/32/1/1/33/27/34/34/35/36/27/21/35/25/36/26/1/34/37/21/19/38/21/39/1/34/20/21/40/15/12/10/35/30/20/41/34/23/2/42/43/44 /5/1/5 /45/46/47/48/49/50/51/50/48/i255/53/54/i255/47/55/56/51/57/48/58/49/51/55/i255/59/60/61/53/62/63/64/65 /66/67/68/69/70/71/i255/70/72/i255/58/67/73/70/68/71/i255/74/70/75/76/77/78/79/i255/47/78/69/80/81/76/67/i255/46/82/80/80/81/68/79 /66/67/68/69/70/71/i255/70/72/i255/58/67/73/70/68/71/i255/83/i255/84/85/i255/86/85/86/87/88/87/i255/76/70/i255/64/85/53/88/85/53/60/86/64 /89/90/91/92 /93/94/95 /90/96/97/98/96/95 /90/99/89/100/91/89 /100/101/97/100/102/103/93/98/104/105/106/107/108/109/110/93/105/97/91/91/100/90/101 /97/109/93/96/90/102/93/i255/95/90/112/113/i255/114/93/115/98/93/96/90/106/100/96/93/i255/116/92/117/118/119/113/120/118/119/113/120/121/120/113/122/121/123/113/124/121/118/113/118/125/126/113/120/125/121/113/126/125/125/113/118/125/118/113/118/121/119/113/119/121/122/113/122/118/125/113/119/121/121/113/126 /97/109/93/96/90/102/93/i255/95/127/91/113/i255/114/93/115/98/93/96/90/106/100/96/93/i255/116/92/117/123/122/113/128/123/123/113/123/123/121/113/128/124/120/113/123/124/123/113/118/124/125/113/128/118/126/113/128/118/122/113/122/118/128/113/123/124/124/113/126/123/118/113/118/123/128/113/125/124/126/113/122 /97/109/93/96/90/102/93/i255/114/108/106/90/101/i255/129/96/93/105/127/98/127/106/90/106/127/108/91 /116/127/91/113/117 /122/113/120/120/122/113/123/118/126/113/121/128/128/113/128/123/120/113/126/118/120/113/128/126/120/113/120/125/120/113/120/125/120/113/126/120/120/113/121/123/128/113/122/122/128/113/125/126/128/123/113/119/122 /97/109/93/96/90/102/93/i255/114/108/106/90/101/i255/103/91/108/130/92/90/101/101/i255/116/127/91/113/117/120 /113/120/120/113/120/120/113/120/120/113/120/120/113/120/120/113/120/120/113/120/120/113/120/120/113/120/120/113/120/120/113/120/120/113/120/120/113/120 /97/109/93/96/90/102/93/i255/103/91/108/130/i255/110/93/98/106/131/i255/116/127/91/113/117 /120/120/120/120/120/120/120/120/120/120/120/120/120 /129/93/96/105/93/91/106/i255/108/132/i255/98/108/133/133/127/94/101/93/i255/108/94/133/93/96/109/90/106/127/108/91/133/i255/132/108/96/i255/98/93/96/127/108/134/i255/108/132/i255/96/93/105/108/96/134/113 /i255/95/90/112/113/i255/114/93/115/98/113/135/i255/119/121/113/118/136/i255/95/127/91/113/i255/114/93/115/98/113/135/i255/119/121/113/128/136/i255/129/96/93/105/127/98/127/106/90/106/127/108/91/135/i255/119/121/113/121/136/i255/103/91/108/130/132/90/101/101/135/i255/119/125/113/128/136/i255/103/91/108/130/i255/110/93/98/106/131/135/i255/119/125/113/128/136/i255 /i255/137/131/93/105/138/i255/103/106/90/106/127/108/91/i255/95/93/106/90/134/90/106/90/i255/108/96/i255/95/93/106/90/134/90/106/90/i255/102/96/90/98/131/127/105/133/i255/132/108/96/i255/115/108/96/93/i255/134/93/106/90/127/101/i255/90/94/108/100/106/i255/134/90/106/90/i255/105/108/115/98/101/93/106/93/91/93/133/133/113 /139/140/141/142/140/143/144/i255/146/140/147/148/149/144/150/151/i255/152/151/148/153/150/142/140/i255/152/140/144/142/140/143/154/i255/155/143/156/156/157/158/143/148/159/140/158/160

APPENDIX B

SCCWRP FIELD SCREENING DATA
Form 3 Support Materials
Form 3 Checklists 1 and 2, along with information recording in Form 3 Table 1, are intended to support the decisions pathways illustrated in Form 3 Overall Vertical Rating for Intermediate/Transitional Bed.

Form 3 Checklist 1: Armoring Potential
□ A A mix of coarse gravels and cobbles that are tightly packed with <5% surface material of diameter <2 mm
□ B Intermediate to A and C or hardpan of unknown resistance, spatial extent (longitudinal and depth), or unknown armoring potential due to surface veneer covering gravel or coarser layer encountered with probe □ C Gravels/cobbles that are loosely pa cked or >25% surface material of diameter <2 mm
Form 3 Figure 2. Armoring potential photographic supplemen t for assessing intermediate beds
(16 < d50 < 128 mm) to be used in conjunction with Form 3 Checklist 1. (Sheet 2 of 4)
B - 7
REACH 1 RESULTS
x

Form 3 Checklist 2: Grade Control
□ A Grade control is present with spacing <50 m or 2/S v m  No evidence of failure/ineffectiveness, e.g., no headcutting (>30 cm), no active mass wasting (analyst cannot say grade control sufficient if mass- wasting checklist indicates presence of bank failure), no exposed bridge pilings, no culverts/structures undermined
 Hard points in serviceable condition at decadal time scale, e.g., no apparent undermining, flanking, failing grout
 If geologic grade control, rock should be resistant igneous and/or metamorphic; For sedimentary/hardpan to be classified as ‘grade control’, it should be of demonstrable strength as indicated by field testing such as hammer test/borings and/or inspected by appropriate stakeholder □ B Intermedi
ate to A and C – artificial or geologic grade control present but spaced 2/Sv m to 4/Sv m or potential evidence of failure or hardpan of uncertain resistance
□ C Grade control absent, spaced >100 m or >4/S v m, or clear evidence of ineffectiveness
Form 3 Figure 3. Grade-control (condition) pho
tographic supplement for assessing intermediate
beds (16 < d50 < 128 mm) to be used in conjunction with Form 3 Checklist 2.

B - 8
(Sheet 3 of 4)
REACH 1 RESULTS
x

Regionally-Calibrated Screening Index Threshold for Incising/Braiding For transitional bed channels (d50 between 16 and 128 mm) or labile beds (channel not incised past critical bank height), use Form 3 Figure 3 to determine Screening Index Score and complete Form 3 Table 1.

Form 3 Figure 4. Probability of incising/braiding based on logistic regression of Screening Index and d50 to be used in conjunction with Form 3 Table 1.

Form 3 Table 1. Values for Screening Index Threshold (probability of incising/braiding) to be used in conjunction
with Form 3 Figure 4 (above) to complete Form 3 Overall Vertical Rating for Intermediate/Transitional Bed (below).. Screening Index Score: A = <50% probability of incision for current Q10, valley slope, and d50; B = Hardpan/d50 indeterminate; and C = >50% probability of incising/braiding for current Q10, valley slope, and d50. d50 (mm)
From Form 2
Sv*Q10

0.5 (m1.5/s0.5)
From Form 1
Sv*Q10

0.5 (m1.5/s0.5)
50% risk of incising/braiding
from table in Form 3 Figure 3 above
Screening Index Score
(A, B, C)
Overall Vertical Rating for Intermediate/Transitional Bed Calculate the overall Vertical Rating for Transitional Bed channels using the formula below.

Numeric values for responses to Form 3 Checklists and Table 1 as follows: A = 3, B = 6, C = 9.

Vertical Susceptibility based on Vertical Rating: <4.5 = LOW; 4.5 to 7 = MEDIUM; and >7 = HIGH.

B - 9
(Sheet 4 of 4)
REACH 1 RESULTS
6 x 3 x 3 = 3.6

FORM 4: LATERAL SUSCEPTIBILTY FIELD SHEET
Lateral Screening Forms
Circle appropriate nodes/pathway for proposed site
OR use sequence of questions provided in Form 5.
(Sheet 1 of 1)
B - 10
REACH 1 RESULTS

FORM 6: PROBABILITY OF MASS WASTING BANK FAILURE
If mass wasting is not currently extensive and the banks are moderately- to well-consolidated, measure bank height and angle at several locations (i.e., at least three locations that capture the range of conditions present in the study reach) to estimate representative values for the reach. Use Form 6 Figure 1 below to determine if risk of bank failure is >10% and complete Form 6 Table 1. Support your results with photographs that include a protractor/rod/tape/person for scale.

Bank Angle
(degrees)
(from Field)
Bank Heigh
t
(m)
(from Field)
Corresponding Bank Height for
10% Risk of Mass Wasting (m)
(from Form 6 Figure 1 below)
Bank Failure Risk
(<10% Risk)
(>10% Risk)
Left Bank
Right Bank
Form 6 Figure 1. Probability Mass Wasting diagram, Bank Angle:Heig ht/% Risk table, and
Band Height:Angle schematic.

B - 12
(Sheet 1 of 1)
REACH 1 RESULTS

26.6 degrees (2:1) --- --- <10%

26.6 degrees (2:1) ---- --- <10%

Critical Flow Calculator Reach 1
enter all values in green cells
and drop down boxes
Inputs
a) Receiving channel width at top of
bank (ft) - see figure on right

25.0 b) Channel width at bed (ft) 9.0
c) Bank height at top of bank (ft) 4.0
Channel gradient (ft/ft) 0.0110
Receiving channel roughness
Channel materials (use weakest of
bed or banks). If materials are varied
use weakest material covering more
than 20% of channel.

Mean bed particle size (mm) 38.5 Critical shear stress for d50 lb/sq ft 0.6 Select method of calculating Q2
Q2 for receiving water (cfs) 10.0
Pre-development Q2 for project site 6.8
Receiving water watershed annual
precip (inches)

15.85 Receiving water watershed
area at PoC (sq mi)

0.1559
Project watershed annual
precipitation (inches)

15.85 Project watershed area
draining to PoC (sq mi)

0.1559
Outputs - Flow control range
Receiving water Q2 3.2
Point of Compliance low
flow rate (cfs) 1.6
Project site Q2 3.2 Low flow class 0.5Q2
Channel vulnerability Low
a
b
c

ATTACHMENT 2D

Prepared By:

PDC Job No. 4457.00

Prepared by: Jeff Novoa
Under the supervision of

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

HYDROMODIFICATION MANAGEMENT
STUDY

RESTAURANT ROW

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

July 19, 2023

Prepared For:

Lennar Homes of California, Inc.
16455 Via Esprillo, Suite 150
San Diego, CA 92127

TABLE OF CONTENTS

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

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

3. HYDROMODIFICATION MANAGEMENT APPROACH ................................................. 3

3.1 Basin Modeling Assumptions ......................................................................................... 4

3.2 Flow Duration Curves for Hydromodification Compliance ........................................... 4

3.3 Drawdown ....................................................................................................................... 5

4.0 SUMMARY ............................................................................................................................ 5

FIGURES

Figure 1: Project Vicinity Map ....................................................................................................... 2

TABLES

Table 1. Continuous Simulation Model Input Parameters .............................................................. 4

APPENDICES
1 Summary Tables
2 SWMM Output
3 Supplemental Information
CD containing SWMM Files
Exhibits

4 5

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1. INTRODUCTION
This Hydromodification Management Study has been pr epared in support of the Tentative Map Entitlement submittal for the Restaurant Row projec t, which is located in the City of San Marcos west of State Route 78 (SR 78), bounded by West San Marcos Boulevard and Via Vera Cruz.. This report is a companion report to the following project technical studies:
• Hydrology/Drainage Study for Restaurant Row, prepared by Project Design Consultants • Storm Water Quality Management Plan (SWQMP), prepar ed by Project Design Consultants
• Project Downstream Channel SCCWRP Analysis, prepared by Chang Consultants, entitled “Hydromodification Screening for Restaurant Row.”
The purpose of this report is to document the proje ct’s compliance with the City’s Final Hydromodification Management Plan (HMP). The stated purpose of the final hydromodification management requirements for PDPs is “…to minimize t he potential of storm water discharges from the MS4 from causing altered flow regimes and excessive downstream erosion in receiving waters” (City of San Marcos BMP Design Manual, page 6-1). Flow duration control is the most common form of hydromodification management. Unles s a project meets an exemption or is granted prior lawful approval, the County Hydromodi fication Management Plan (HMP) requires that all priority projects comply with the HMP. Si nce the project’s Point of Compliance (POC) does not qualify for an exemption, the project is required to address the applicability of Final HMP requirements.

2. PROJECT DESCRIPTION
The site is approximately 10 acres in size and loca ted in the City of San Marcos west of State Route 78 (SR 78), bounded by West San Marcos Boulev ard and Via Vera Cruz. The site in the existing condition is bounded by a Wells Fargo, a B uffalo Wild Wings and similar restaurants to the east, and some home health service buildings to the north.

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Figure 1: Project Vicinity Map
The project proposes a mixed use zone that incorpor ates retail storefronts, urban living, and community destinations in a vertical pedestrian-oriented setting. Residential units will encompass the majority of the site, including live-work units and town over commercial units along the project frontage.

The project lies within an existing 100-year floodway and floodplain, just downstream of the San Marcos Creek highway 78. Under existing condition, the project area consist of commercial development with a large parking lot area and a num ber of restaurants. The project site generally drains towards the center, towards the middle of th e large parking lot. Surface grates along the project site collect project runoff and convey the runoff towards an existing 30” pipe that runs through the project site. This 30” pipe connects a 36” x 60” elliptical pipe in Via Vera Cruz to an

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existing concrete channel west of the site. San Mar cos Creek is located southwest of the project site, downstream of the project outfall point.

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

The dual 36” pipe discharges to the existing concrete channel and is subject to hydromodification compliance; see associated calculations in this rep ort. The entire site discharges to one Point of Compliance (POC).

3. HYDROMODIFICATION MANAGEMENT APPROACH
The project will comply with final hydromodificatio n requirements through flow control management for the portions of the project that req uire hydromodification mitigation. The entire site discharges to one Point of Compliance (POC).

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The entire project site requires hydromodification, including the flood park portion. The park in the middle of the site plan proposes new impervious surface, which needs to meet hydromodification requirements. However, due to the floodway, no hydromodification BMP is allowed within the floodway limits in the park. Therefore, the three on-site hydromodification vaults will over-mitigate to offset the hydromodification requirements for the bypass areas, which includes the proposed impervious areas of the park. The entire project site is tributary to one discharge location (the existing concrete channel), therefore the hydromodification model is modeled to combine to one POC for compliance purposes. The park in the floodway and the edge condition areas along the project site are modeled as bypass areas that discharge directly to the POC in PCSWMM.

3.1 Basin Modeling Assumptions
This study identifies one hydromodification management detention system needed to mitigate the increased rates and durations of stormwater runoff to the POC. This Hydromodification Management Study identifies a conservative estimate for the concrete vaults and will be refined in final engineering and as the design progresses. The proposed hydromodification management volumes have been modeled conservatively with no infiltration into native soils. The geotechnical engineer has recommended that the site’s BMPs be designed to avoid infiltration.

Table 1. Continuous Simulation Model Input Parameters
Total Drainage Area 11.1 acres
Pre-project land cover Soil Types C and D
Post-project land cover Soil Types C and D
Rainfall Gage Escondido
Low Flow Threshold 0.5Q2 low-flow threshold
Upper Flow Threshold Q10 based on PCSWMM partial duration statistics

3.2 Flow Duration Curves for Hydromodification Compliance The pre and post developed flow duration exceedance curves were developed for the hourly flow data using an automatic partial duration series calculator in PCSWMM. These curves are graphed over the flow ranges provided in Appendix 2. In all cases the duration of post developed flows are brought to within that of the pre developed flows for a fraction of the two-year flow to the ten-

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year flow indicating that the suite of BMPs will pr ovide the flow attenuation required for compliance.

3.3 Drawdown
All three hydromodification vaults are designed to be compliant with DEH guidelines. Therefore, they will all drain with a time frame less than 96 hours. In addition to drawdown for hydromodification requirements, drawdown for the lo wer portion of the vault will comply with water quality requirements.

4.0 SUMMARY
The pre-developed conditions of the Restaurant Row project site were modelled in PCSWMM to determine a baseline of flow durations that would n eed to be controlled in the post-developed conditions. The proposed Restaurant Row development was modelled in PCSWMM with a number of hydromodification vaults. Modular Wetland s would be used to treat for pollutant removal. Based on the SWMM model results for this s tudy it is determined that the vaults sized for the POC will be adequate to meet hydromodification compliance.

APPENDIX 1
Summary Tables

Statistics - Node POC1 Total Inflow
Event Event Exceedance Return
Duration Peak Frequency Period
Rank Start Date (hours) (CFS) (percent) (years) 1 1/6/1993 100 7.509 0.14 46 10-year Q: 5.881 cfs
2 1/3/1995 39 6.664 0.27 23 5-year Q: 5.260 cfs
3 12/3/1966 94 6.061 0.41 15.33 2-year Q: 3.720 cfs
4 3/16/1978 46 5.933 0.54 11.5
5 2/14/1986 29 5.854 0.68 9.2
6 3/1/1983 68 5.805 0.82 7.67 Lower Flow Threshold:50%
7 1/14/1978 50 5.67 0.95 6.57
8 2/14/1998 16 5.365 1.09 5.75 0.5xQ2 (Pre): 1.860 cfs
9 2/23/1971 14 5.329 1.22 5.11
10 1/27/1980 75 5.009 1.36 4.6
11 1/24/1969 67 4.862 1.49 4.18
12 1/24/1995 51 4.798 1.63 3.83
13 12/24/1983 27 4.557 1.77 3.54
14 2/8/1981 40 4.411 1.9 3.29
15 11/22/1965 31 4.268 2.04 3.07
16 11/19/1967 32 4.198 2.17 2.88
17 8/26/2007 4 4.103 2.31 2.71
18 4/20/1988 43 4.007 2.45 2.56
19 1/7/2005 114 3.85 2.58 2.42
20 1/5/1979 27 3.775 2.72 2.3
21 11/24/1983 7 3.749 2.85 2.19
22 2/7/1993 51 3.734 2.99 2.09
23 11/14/1972 6 3.72 3.13 2
24 4/11/1967 22 3.581 3.26 1.92
25 1/9/1998 32 3.574 3.4 1.84
26 2/13/1980 191 3.341 3.53 1.77
27 3/2/1980 23 3.335 3.67 1.7
28 1/12/1993 43 3.326 3.8 1.64
29 3/19/1991 58 3.22 3.94 1.59
30 12/18/1967 43 3.169 4.08 1.53
31 10/17/2004 83 3.154 4.21 1.48
32 1/30/2007 21 3.131 4.35 1.44
33 10/27/2004 14 3.128 4.48 1.39
34 2/3/1998 11 3.08 4.62 1.35
35 3/4/1970 7 3.056 4.76 1.31
36 11/24/1985 26 3.035 4.89 1.28
37 2/26/2004 9 2.978 5.03 1.24
38 3/5/1995 23 2.883 5.16 1.21
39 2/15/1992 10 2.768 5.3 1.18
40 1/7/1980 131 2.739 5.43 1.15
41 3/17/1982 63 2.67 5.57 1.12
42 11/29/1985 14 2.637 5.71 1.1
43 11/30/2007 19 2.582 5.84 1.07
44 2/5/1969 40 2.472 5.98 1.05
45 2/28/1970 45 2.442 6.11 1.02
46 5/8/1977 40 2.376 6.25 1
Pre Condition
Statistics - Node POC1 Total Inflow
Event Event Exceedance Return
Duration Peak Frequency Period
Rank Start Date (hours) (CFS) (percent) (years) 1 1/3/1995 59 7.035 0.11 46 10-year Q: 5.153 cfs
2 12/3/1966 106 6.508 0.23 23 5-year Q: 4.488 cfs
3 1/6/1993 119 5.948 0.34 15.33 2-year Q: 3.109 cfs
4 2/23/1971 25 5.471 0.45 11.5
5 11/19/1967 105 4.983 0.57 9.2
6 2/14/1998 102 4.702 0.68 7.67 Lower Flow Threshold: 50% 7 1/14/1978 62 4.559 0.79 6.57
8 1/27/1980 84 4.528 0.9 5.75 0.5xQ2 (Pre): 1.555 cfs
9 3/16/1978 50 4.49 1.02 5.11
10 2/26/1983 144 4.479 1.13 4.6
11 2/14/1986 32 4.196 1.24 4.18
12 11/22/1965 90 4.171 1.36 3.83
13 8/26/2007 18 4.159 1.47 3.54
14 2/8/1981 43 4.15 1.58 3.29
15 1/24/1969 119 3.84 1.7 3.07
16 12/24/1983 74 3.732 1.81 2.88
17 11/24/1985 36 3.537 1.92 2.71
18 2/7/1993 61 3.374 2.04 2.56
19 1/5/1979 40 3.316 2.15 2.42
20 3/2/1980 28 3.222 2.26 2.3
21 1/23/1995 89 3.195 2.38 2.19
22 11/30/2007 33 3.164 2.49 2.09
23 2/13/1980 199 3.109 2.6 2
24 1/7/2005 121 3.096 2.71 1.92
25 1/29/2007 45 2.976 2.83 1.84
26 3/5/1995 40 2.96 2.94 1.77
27 4/11/1967 29 2.939 3.05 1.7
28 12/4/1974 25 2.922 3.17 1.64
29 11/24/1983 20 2.809 3.28 1.59
30 11/14/1972 19 2.809 3.39 1.53
31 4/19/1988 63 2.757 3.51 1.48
32 3/19/1991 65 2.75 3.62 1.44
33 10/27/2004 35 2.697 3.73 1.39
34 10/17/2004 97 2.649 3.85 1.35
35 1/9/1998 52 2.633 3.96 1.31
36 1/7/1980 134 2.565 4.07 1.28
37 2/28/1970 58 2.49 4.19 1.24
38 11/21/1996 38 2.438 4.3 1.21
39 12/18/1967 45 2.427 4.41 1.18
40 1/22/1967 72 2.426 4.52 1.15
41 11/29/1985 27 2.405 4.64 1.12
42 5/8/1977 41 2.403 4.75 1.1
43 11/17/1986 24 2.398 4.86 1.07
44 1/12/1993 159 2.357 4.98 1.05
45 3/19/1981 20 2.328 5.09 1.02
46 2/3/1998 44 2.326 5.2 1
Post Condition

APPENDIX 2
SWMM Output

EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.015) -------------------------------------------------------------- Restaurant Row-Pre Condition

*************
Element Count
*************
Number of rain gages ...... 1
Number of subcatchments ... 9
Number of nodes ........... 1
Number of links ........... 0
Number of pollutants ...... 0
Number of land uses ....... 0

****************
Raingage Summary
****************
Data Recording
Name Data Source Type Interval ------------------------------------------------------------------------ Escondido Escondido INTENSITY 60 min.

********************
Subcatchment Summary
********************
Name Area Width %Imperv %Slope Rain Gage Outlet ----------------------------------------------------------------------------------------------------------- BYPASS1 0.15 20.00 0.00 1.0000 Escondido POC1 BYPASS2 0.02 20.00 0.00 0.5000 Escondido POC1 BYPASS3 0.30 30.00 0.00 0.5000 Escondido POC1 BYPASS4 0.01 20.00 0.00 0.5000 Escondido POC1 DMA1 2.68 170.00 0.00 2.0000 Escondido POC1 DMA2 4.03 220.00 0.00 2.0000 Escondido POC1 DMA3 1.09 120.00 0.00 2.0000 Escondido POC1 DMA5 1.17 200.00 0.00 0.5000 Escondido POC1 DMA6 1.62 202.00 17.90 0.5000 Escondido POC1

************
Node Summary
************
Invert Max. Ponded External
Name Type Elev. Depth Area Inflow ------------------------------------------------------------------------------- POC1 OUTFALL 0.00 0.00 0.0

********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step.
*********************************************************

****************
Analysis Options
****************
Flow Units ............... CFS
Process Models:

Rainfall/Runoff ........ YES
RDII ................... NO
Snowmelt ............... NO
Groundwater ............ NO
Flow Routing ........... NO
Water Quality .......... NO
Infiltration Method ...... GREEN_AMPT
Starting Date ............ 09/04/1963 03:00:00
Ending Date .............. 05/25/2008 23:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 01:00:00
Wet Time Step ............ 00:10:00
Dry Time Step ............ 01:00:00

************************** Volume Depth
Runoff Quantity Continuity acre-feet inches
************************** --------- -------
Total Precipitation ...... 563.832 611.200
Evaporation Loss ......... 25.485 27.626
Infiltration Loss ........ 397.628 431.033
Surface Runoff ........... 143.037 155.053
Final Storage ............ 0.000 0.000
Continuity Error (%) ..... -0.411

************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 143.037 46.611
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 0.000 0.000
External Outflow ......... 143.037 46.611
Flooding Loss ............ 0.000 0.000
Evaporation Loss ......... 0.000 0.000
Exfiltration Loss ........ 0.000 0.000
Initial Stored Volume .... 0.000 0.000
Final Stored Volume ...... 0.000 0.000
Continuity Error (%) ..... 0.000

***************************
Subcatchment Runoff Summary
***************************

------------------------------------------------------------------------------------------------------------------------------ Total Total Total Total Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ------------------------------------------------------------------------------------------------------------------------------ BYPASS1 611.20 0.00 25.12 441.27 0.00 147.31 147.31 0.60 0.11 0.241 BYPASS2 611.20 0.00 23.44 427.14 0.00 163.63 163.63 0.09 0.02 0.268 BYPASS3 611.20 0.00 26.14 449.26 0.00 138.14 138.14 1.13 0.19 0.226 BYPASS4 611.20 0.00 22.88 425.73 0.00 166.11 166.11 0.05 0.01 0.272 DMA1 611.20 0.00 25.85 444.07 0.00 143.64 143.64 10.45 1.80 0.235 DMA2 611.20 0.00 26.18 445.45 0.00 141.92 141.92 15.53 2.60 0.232 DMA3 611.20 0.00 24.92 440.05 0.00 148.76 148.76 4.40 0.82 0.243 DMA5 611.20 0.00 28.06 428.87 0.00 156.98 156.98 4.99 0.84 0.257 DMA6 611.20 0.00 36.26 364.86 95.27 117.85 213.13 9.38 1.18 0.349

Analysis begun on: Tue May 2 13:56:44 2023
Analysis ended on: Tue May 2 13:56:50 2023
Total elapsed time: 00:00:06

EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.015) -------------------------------------------------------------- Post Condition Rest. Row

*************
Element Count
*************
Number of rain gages ...... 1
Number of subcatchments ... 10
Number of nodes ........... 4
Number of links ........... 9
Number of pollutants ...... 0
Number of land uses ....... 0

********************
Subcatchment Summary
********************
Name Area Width %Imperv %Slope Rain Gage Outlet ----------------------------------------------------------------------------------------------------------- BYPASS1 0.13 20.00 100.00 0.5000 Escondido POC1 BYPASS2_Treat_Swap 0.02 20.00 100.00 0.5000 Escondido POC1 BYPASS3 0.33 20.00 100.00 0.5000 Escondido POC1 BYPASS4 0.01 30.00 100.00 0.5000 Escondido POC1 Bypass5 0.03 20.00 100.00 0.5000 Escondido POC1 DMA1 2.67 100.00 90.00 2.0000 Escondido Vault1 DMA2 4.02 220.00 90.90 2.0000 Escondido Vault2 DMA3 1.09 115.00 82.70 0.5000 Escondido Vault3 DMA5 1.16 200.00 70.00 0.5000 Escondido POC1 DMA6 1.63 202.00 94.50 2.0000 Escondido POC1

************
Link Summary
************
Name From Node To Node Type Length %Slope Roughness --------------------------------------------------------------------------------------------- OR1_1 Vault1 POC1 ORIFICE OR1_2 Vault1 POC1 ORIFICE OR2_1 Vault2 POC1 ORIFICE OR2_2 Vault2 POC1 ORIFICE OR3_2 Vault3 POC1 ORIFICE OR3_3 Vault3 POC1 ORIFICE W1 Vault1 POC1 WEIR W2 Vault2 POC1 WEIR W3 Vault3 POC1 WEIR

*********************
Cross Section Summary
*********************
Full Full Hyd. Max. No. of Full
Conduit Shape Depth Area Rad. Width Barrels Flow ---------------------------------------------------------------------------------------

****************
Analysis Options
****************
Flow Units ............... CFS
Process Models:

Rainfall/Runoff ........ YES
RDII ................... NO
Snowmelt ............... NO
Groundwater ............ NO
Flow Routing ........... YES
Ponding Allowed ........ NO
Water Quality .......... NO
Infiltration Method ...... GREEN_AMPT
Flow Routing Method ...... KINWAVE
Starting Date ............ 09/04/1963 03:00:00
Ending Date .............. 05/25/2008 23:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 01:00:00
Wet Time Step ............ 00:10:00
Dry Time Step ............ 01:00:00
Routing Time Step ........ 60.00 sec

************************** Volume Depth
Runoff Quantity Continuity acre-feet inches
************************** --------- -------
Total Precipitation ...... 564.851 611.200
Evaporation Loss ......... 77.625 83.995
Infiltration Loss ........ 45.044 48.740
Surface Runoff ........... 444.325 480.784
Final Storage ............ 0.000 0.000
Continuity Error (%) ..... -0.379

************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 444.325 144.790
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 0.000 0.000
External Outflow ......... 444.264 144.770
Flooding Loss ............ 0.000 0.000
Evaporation Loss ......... 0.000 0.000
Exfiltration Loss ........ 0.000 0.000
Initial Stored Volume .... 0.000 0.000
Final Stored Volume ...... 0.000 0.000
Continuity Error (%) ..... 0.014

********************************
Highest Flow Instability Indexes
********************************
All links are stable.

*************************
Routing Time Step Summary
*************************
Minimum Time Step : 60.00 sec
Average Time Step : 60.00 sec
Maximum Time Step : 60.00 sec
Percent in Steady State : 0.00
Average Iterations per Step : 1.00
Percent Not Converging : 0.00

***************************
Subcatchment Runoff Summary
***************************

------------------------------------------------------------------------------------------------------------------------------ Total Total Total Total Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ------------------------------------------------------------------------------------------------------------------------------ BYPASS1 611.20 0.00 90.65 0.00 523.09 0.00 523.09 1.85 0.11 0.856 BYPASS2_Treat_Swap 611.20 0.00 83.64 0.00 533.99 0.00 533.99 0.29 0.02 0.874 BYPASS3 611.20 0.00 97.10 0.00 515.46 0.00 515.46 4.62 0.29 0.843 BYPASS4 611.20 0.00 81.80 0.00 537.57 0.00 537.57 0.15 0.01 0.880 Bypass5 611.20 0.00 84.68 0.00 532.04 0.00 532.04 0.43 0.03 0.870 DMA1 611.20 0.00 87.44 43.09 466.45 15.92 482.37 34.97 2.27 0.789 DMA2 611.20 0.00 85.81 38.77 473.83 14.95 488.79 53.35 3.45 0.800 DMA3 611.20 0.00 79.88 74.59 431.45 27.43 458.89 13.58 0.91 0.751 DMA5 611.20 0.00 68.68 129.87 368.41 47.09 415.50 13.09 0.97 0.680 DMA6 611.20 0.00 84.35 23.12 497.73 9.47 507.21 22.45 1.42 0.830

******************
Node Depth Summary
******************

--------------------------------------------------------------------------------- Average Maximum Maximum Time of Max Reported
Depth Depth HGL Occurrence Max Depth
Node Type Feet Feet Feet days hr:min Feet --------------------------------------------------------------------------------- POC1 OUTFALL 0.00 0.00 0.00 0 00:00 0.00 Vault1 STORAGE 0.03 3.90 3.90 10718 14:01 3.90 Vault2 STORAGE 0.01 4.84 4.84 11445 18:03 4.84 Vault3 STORAGE 0.01 3.54 3.54 1188 05:22 3.53

*******************
Node Inflow Summary
*******************

------------------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------------------- POC1 OUTFALL 2.78 7.05 11445 18:01 42.9 145 0.000 Vault1 STORAGE 2.27 2.27 16062 04:01 35 35 0.028 Vault2 STORAGE 3.45 3.45 16062 04:01 53.4 53.4 0.013 Vault3 STORAGE 0.91 0.91 10718 14:01 13.6 13.6 0.022

*********************
Node Flooding Summary
*********************

No nodes were flooded.

**********************
Storage Volume Summary
**********************

-------------------------------------------------------------------------------------------------- Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------------- Vault1 0.049 1 0 0 7.250 93 10718 14:01 2.24 Vault2 0.042 0 0 0 20.954 93 11445 18:02 2.54 Vault3 0.010 0 0 0 5.071 71 1188 05:21 0.55

***********************
Outfall Loading Summary
***********************

----------------------------------------------------------- Flow Avg Max Total
Freq Flow Flow Volume
Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- POC1 5.33 0.26 7.05 144.759 ----------------------------------------------------------- System 5.33 0.26 7.05 144.759

********************
Link Flow Summary
********************

----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/
|Flow| Occurrence |Veloc| Full Full
Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- OR1_1 ORIFICE 0.21 10718 14:01 0.00 OR1_2 ORIFICE 0.81 10718 14:01 0.00 OR2_1 ORIFICE 1.02 11445 18:03 0.00 OR2_2 ORIFICE 0.79 11445 18:03 0.00 OR3_2 ORIFICE 0.34 1188 05:22 0.00 OR3_3 ORIFICE 0.21 1188 05:22 0.00 W1 WEIR 1.23 10718 14:01 0.00 W2 WEIR 0.73 11445 18:03 0.00 W3 WEIR 0.00 0 00:00 0.00

*************************
Conduit Surcharge Summary
*************************

No conduits were surcharged.

Analysis begun on: Thu Jul 27 16:40:52 2023
Analysis ended on: Thu Jul 27 16:41:21 2023
Total elapsed time: 00:00:29

APPENDIX 3
Supplemental Information

Rain Gage Location Map

Hydrologic Soil Group Map

Hydrologic Soil Group—San Diego County Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
2/17/2021

Page 1 of 4 ends

San Marcos City CouncilDecember 12, 2023

San Marcos City Council
December 12, 2023