ATTACHMENT D.19 AppendixI-SWQMP — San Marcos City Council, September 9, 2025

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 9/26/2022

City of San Marcos

PRIORITY DEVELOPMENT PROJECT (PDP)

STORM WATER QUALITY MANAGEMENT PLAN (SWQMP)
FOR

CORNERSTONE COMMUNITIES WOODWARD

WOODWARD STREET, SAN MARCOS, CA

ASSESSOR'S PARCEL NUMBER(S):
220-210-49
ENGINEER OF WORK:

___________________________________________________________________________________

Robert Dentino, PE 45629

PREPARED FOR:

CORNERSTONE COMMUNITIES WOODWARD

WOODWARD STREET, SAN MARCOS, CA
Contact Person: Jack Robson
Phone: 858-458-9700

PDP SWQMP PREPARED BY:

Excel Engineering
440 State Place
Escondido, CA 92029
760-745-8118

DATE OF SWQMP:
09/22/2022

PLANS PREPARED BY:

Excel Engineering
440 State Place
Escondido, CA 92029
760-745-8118

SP22-0005/ TSM22-0004/ MFSDP22-0005

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 9/26/2022
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City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 9/26/2022

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

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 9/26/2022

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: 9/26/2022

PDP SWQMP PREPARER'S CERTIFICATION PAGE

Project Name: Mission Villas

Permit Application Number: GP20-00016

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] BM P Design Manual, which is a design manual for compliance with local [City of San Marcos] and regi onal 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.

________________________________________________________ Engineer of Work's Signature, PE Number & Expiration Date

Robert D. Dentino, RCE
________________________________________________________ Print Name

EXCEL ENGINEERING
________________________________________________________ Company

____________________________
Date
Engineer's Seal:

06/22/2023
No. 45629

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 9/26/2022
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City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 10/4/2022

PDP SWQMP PROJECT OWNER'S CERTIFICATION PAGE

Project Name: Cornerstone Communities Woodward

Permit Application Number:

PROJECT OWNER'S CERTIFICATION

This PDP SWQMP has been prepared for Cornerstone Communities Corporation by Excel Engineering. 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 with local City of San Marcos and regional MS4 Permit (California Regional Water Quality Control Board San 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 transfers its interests in the property, its successor-in- interest shall bear the aforementioned responsibility to implement the best management practices (BMPs) described within this plan, including ensuring 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

________________________________________________________ Print Name

Cornerstone Communities Corporation
________________________________________________________ Company

____________________________
Date

Jack Robson

06/22/23
City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 9/26/2022
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City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 9/26/2022

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 9/22 /20 22  Preliminary Design /
Planning/ CEQA
 Final Design
Initial Submittal
2  Preliminary Design /
Planning/ CEQA
 Final Design

3  Preliminary Design /
Planning/ CEQA
Final Design

4  Preliminary Design /
Planning/ CEQA
 Final Design

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 9/26/2022

PROJECT VICINITY MAP

Project Name: CORNERSTONE COMMUNITIES WOODWARD
Permit Application Number:

Project Vicinity Map

VICINITY MAP

NOT TO SCALE
City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 10/4/2022
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: CORNERSTONE COMMUNITIES WOODWARD
Description: 46 residential airspace units on a 8.57 acre site Permit Application Number (if applicable): Date :09/22/2022 Project Address: Woodward St, San Marcos, California
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?

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.


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.
 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:

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 10/4/2022

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 coarse 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: 9/26/2022

The map above shows potential critical course sediment areas. The northwesterly Critical Course Sediment area is located on the Woodward Street adjacent to the driveway. This critical course sediment is on a developed area, therefore this project does not impact the existing sediment. A critical course sediment analysis is provided on Attachment 2b.

Potential Critical Coarse Sediment
Potential Critica l Course Sediment
Project Site
City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 9/26/2022
Project Type Determination Checklist Form I-2
[March 15, 2016]
Project Information
Project Name/Description: CORNERSTONE COMMUNITIES WOODWARD Permit Application Number (if applicable): Date: 09/22/2022 Project Address: Woodward St, San Marcos, California
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: 373309 ft2 ( 8.57 ) 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.

I
I
City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 9/26/2022
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 rede velopment 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: ___0____ ft 2 (A)
The total proposed newly created or replaced impervious area is ________ ft 2 (B) Percent impervious surface created or replaced (B/A)*100: _______% 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: 9/26/2022
Site Information Checklist
For PDPs
Form I-3B (PDPs)
[March 15, 2016]
Project Summary Information
Project Name CORNERSTONE COMMUNITIES WOODWARD
Project Address Woodward St, San Marcos, California

Assessor's Parcel Number(s) (APN(s)) 220 -210 -49
Permit Application Number
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)
The project is located in the Richland Hydrologic Sub
Area of the San Marcos Hydrologic Area of the
CARLSBAD Hydrologic Unit (904.52).

Parcel Area
(total area of Assessor's Parcel(s) associated
with the project)

8.57 Acres ( 373309 Square Feet)
Area to be Disturbed by the Project
(Project Area)

Acres ( Square Feet)
Project Proposed Impervious Area
(subset of Project Area)

3.209 Acres ( 139767 Square Feet)
Project Proposed Pervious Area
(subset of Project Area)

5.361 Acres ( 233542 Square Feet)
Note: Proposed Impervious Area + Proposed Pervious Area = Area to be Disturbed by the Project.

This may be less than the Parcel Area.

SP22-0005/ TSM22-0004/ MFSDP22-0005
257621.10

5.91 City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 9/26/2022
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) :
 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:



City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 9/26/2022
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 existing drainage conveyance is natural and fronts onto Woodward Street and East Mission Road.

The upper east side of the project site drains westerly to the existing 18 inches and 24 inches storm drain pipe then drains to poc-1, which is located at the southwest corner of the project site. The lower east side of the project site drains southerly to the existing 12 and 18 inches storm drain pipe then to poc-2, which is located at the southeast corner of the project site. At the north edge of the project site, surface runoff drains northerly to poc-3, which is located at the northwest edge of the project site.

At the northeast part of the project site, approximately 0.2 offsite areas conveyed through the site then drains to poc-3 finally. At the middle east edge of the project site, approximately 0.15 of fsite areas conveyed through the site then drains to poc-1 finally. The lower east part of the project site, approximately, 1.2067 acers offsite drains to poc-2.

There are three discharge locations of the site: POC-1 is located at the southwest corner of the project site with the 100 year peak flow of 16.14 CFS. POC-2 is located at the southeast corner of the project site with the 100 year peak flow of 8.61 CFS, and POC-3 is at northwest edge of the project site with the 100 year peak flow of 2.17 CFS.

acres
acres
City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 9/26/2022
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 is the construction of a 46 residential airspace units on a 8.57 lot. Improvements include new storm drain pipe systems which includes stormwater filtration and detention features, driveways, parking areas, and associated landscape areas.

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

The proposed impervious areas of the project will include the residential units, the associated parking areas and driveways areas, the associated landscape flatwork (sidewalks) and the paved access road up to the upper areas of the site.

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

The pervious features of the site include all of the landscape areas and the remaining natural areas with graded slopes.

Does the project include grading and changes to site topography?  Yes
 No

Description / Additional Information:

The grading will occur to facilitate the construction of the residential units, associated site improvements, and relatively slope areas around the site.

acre
City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 3/1/2023
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 proposed grading maintains the location of the three outfalls mentioned in the existing conditions. The post development runoff will pass through an underground storage pipe & biofiltration basin prior to existing the site. The underground storage pipe is designed to meet the hydromodification requirements as well as mitigating the increase runoff created by the development. The underground storage pipe 1 is used for peak flow detention and low flow control. Surface flow generated by proposed impervious surfaces firstly drains to storage pipe 1 then drains to BMP-A, finally drains to POC-1. Storage pipe 2 is only used for peak flow detention, surface flow drains to storage pipe 2 then drains to POC-3. Callouts and section detail are on DMA and HMP exhibit.

Post- Development Outfall POC-1
There are two bio-filtration basins proposed in thi s project and is labeled as BMP-A on the northeast and BMP-B on the west. Both BMP-A & BMP-B drains to outfall POC-1. The outfall of this system is tied into an existing curb inlet box . This plate has an orifice that meets the hydromodification criteria.

The middle part of the project site is proposed to build multifamily, park, and street improvement. The proposed impervious area routes su rface runoff northerly through proposed storm drain storage pipe 1 then to BMP-A, which is located at northeast side of the project site.

After runoff get treated in BMP-A, it flows southwesterly to poc-1, which is located at southwest corner of the project site. The west part of the pr oject site includes proposed graded slope, existing slope, and the proposed driveway. This par t of the project drains surface flow southwesterly to poc-1.

Post- Development Outfall POC-2
The rest of the project, the east part, routes stormwater southeasterly to the existing 12- and 18- inches storm drain pipe then to poc-2, which is loc ated at the southeast corner of the project site.

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 3/1/2023

Post- Development Outfall POC-3
At the east side of the property, the project proposed to build brow ditch to direct surface flow northerly to the proposed 36 inches storage pipe 2 then follow the existing site slope drains to poc-3, which is located at the north edge along the Woodward Street of the project site.

Summary of Q100 Runoff

PRE POST POST MITIGATION
POC -1 POC -2 POC -3 POC -1 POC -2 POC -3 POC -1 POC -3 Q (CFS) 16.14 7.87 2.17 21.31 4.70 3.61 14.76 2.05 A (Acres) 7.10 2.88 0.89 6.59 2.34 1.46 6.59 1.46 TC (MIN) 8.54 6.29 6.98 11.22 7.34 7.57 17.15 11.73

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 9/26/2022
Form I-3B Page 6 of 10 , Form Date: March 15, 2016
Identify whether any of the following features, activities, and/or pollutant source areas 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: 9/26/2022
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 is located in the Richland Hydrologic Sub Area of the San Marcos Hydrologic Area of the CARLSBAD Hydrologic Unit (904.52). The project discharges to a public storm drain system which discharges to an un-named tributary which discharges to the San Marcos Creek which discharges to the Batiquitos Lagoon which discharges to the Pacific Ocean.

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 DDE, Phosphorus, Sediment
Toxicity, Selenium

Lake San Marcos Ammonia (N), Nutrients
Batiquitos Lagoon Pathogen

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
Nutrients
Heavy Metals
Organic Compounds
Trash & Debris
Oxygen Demanding
Substances
Oil & Grease
Bacteria & Viruses
Pesticides

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 9/26/2022
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 City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 9/26/2022
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:

If identified GLU’s are not large enough or steep enough to produce a significant amount of CCS they can be made exempt from avoidance. In order for a specific GLU to be considered valid it must rate as having a High Relative Sediment Production (RSP) rating. To conduct a Quantitative Analysis of identified GLU’s use the following steps from the Carlsbad Watershed Management Area – Water Quality Improvement Plan, Section A.4.2.

After all the preceding steps are used to confirm the GLU Verifications of the Potential Critical Coarse Sediment onsite, the soil loss equation is used to determine if the local area will produce a significant amount of soil loss to contribute to the determination of the verified GLU’s being a Critical Coarse Sediment Yield Area.

This is accomplished by using the RUSLE (RUSLE; Renard et al. 1997) Equation in Appendix D – Watershed Management Area Analysis Section A.4.2 Quantitative Analysis.

A= R X K X LS X C X P
Where

A = estimated average soil loss in tons/acre/year
R = rainfall-runoff erosivity factor R= 43 K = soil erodibility factor K=0.43 LS = slope length and steepness factor LS=1.05
C = cover-management factor C =0.14 P = support practice factor; assumed 1 for this analysis A= 43*0.43*1.05*0.14*1
A= 2.72 ton/acre/year
Low: Soil Loss <5.6 tons/acre/year
Since area has a low sediment production, it is determined that the site does not have any critical course sediment.

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 9/26/2022

Regional datasets used to determine the inputs required to estimate the soil loss from each GLU are listed in table below:
https://www.waterboards.ca.gov/water_issues/programs/stormwater/docs/constpermits/gui dance/k_factor_map.pdf
https://www.waterboards.ca.gov/water_issues/programs/stormwater/docs/constpermits/gui dance/ls_factor_map.pdf
https://www.epa.gov/npdes/rainfall-erosivity-factor-calculator-small-construction-sites

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 9/26/2022
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.

POC-1 is located at southwest corner of the project site. This POC drains to improved public storm drain facilities at the intersection of E Mission Road and Woodward Street. POC-2 is located at the southeast corner of the project site and connects to the existing public storm drain. POC-3 is located at the north edge along the Woodward Street of the project site.

Has a geomorphic assessment been performed for the receivi ng 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:

Discussion / Additional Information: (optional)

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 9/26/2022
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: 9/26/2022
Source Control BMP Checklist
for All Development Projects
(Standard Projects and Priority Development Projects)
Form I-4
[March 15, 2016]
Project Identification
Project Name: CORNERSTONE COMMUNITIES WOODWARD
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 / justification 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:

There are no proposed outdoor material storage areas for this project.

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:

There are no proposed outdoor material work areas for this project.

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City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 9/26/2022
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, 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: 9/26/2022
Site Design BMP Checklist
for All Development Projects
(Standard Projects and Priority Development Projects)
Form I-5
[March 15, 2016]
Project Identification
Project Name: CORNERSTONE COMMUNITIES WOODWARD
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:

There are no significant areas of level vegetation to implement this BMP. All impervious areas are directed to a biofiltration pond.

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City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 9/26/2022
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:

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City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 9/26/2022
Summary of PDP Structural BMPs Form I-6 (PDPs)
[March 15, 2016]
Project Identification
Project Name: CORNERSTONE COMMUNITIES WOODWARD
Permit Application Number:

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.

See next page:

I
City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 9/26/2022
Form I -6 Page 2 of 6, 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)

Step 1, the project was divided up and evaluated at the DMA scale. Each DMA area was classified as Self-Treating, Self-Retaining or Draining to a Best Management Practice (BMP). POC-2 has significantly reduced area in the post than in the predevelopment condition. Because of the 47% reduction in area and the fact that POC-2 will only recieve self mitigating runoff. It is believed that no water quality, or flow control will be necessary. POC-3 has received more area in the post than in the pre-develop area and thus compliance with flow control and peak flow will be done. For POC-3 it is assumed that the hillside is self mitigating and will treat itself. Poc-1 will have flow go to storage 1 then to BMP-A. Storage-1 will act as a flow control and peak flow facility. A weir plate will be place to meter water into BMP-A. Once water is in BMP-A this bmp will be a conjunctive use facility and will provide 1 foot minimum of freeboard to ensure safety from failure. All offsite water will be conveyed around the site through browditches and there will be no co mingled flows onsite. DMA-1, DMA-2 and DMA-4 are for water quality purposes.

Step 2, For the DMAs that drain to BMPs, the appropriate runoff factors were applied to each area and the required Design Capture Volume (DCV) of each sub area calculated. For this project, Harvest and reuse is not considered feasible.

Step 3, due to the impermeability of the underlying soils, (soil type D), infiltration BMPs are not feasible.

Step 3A&B for the no infiltration condition leads to section 5.5.3 which is the Biofiltration BMP category. The various sizing methods included in Appendix B.5 were followed and the entire DCV can be treated within the proposed BMPs.

Step 4, each Biofiltration area is sized in accordance with the fact sheet BF-3 found in appendix E of the BMP design manual. This project requires hydromodification controls, so the Biofiltration units accomplish both storm water treatment and flow control mitigation in an integrated design.

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 9/26/2022
Form I -6 Page 3 of 6 (Copy as many as needed) 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-A
Construction Plan Sheet No. SHEET 13
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)
The Engineer o f Work
Robert Dentino
Excel Engineering
440 State Place
Escondido, CA 92029

Who will be the final owner of this BMP?

Project Home Owner’s Association
Who will maintain this BMP into perpetuity?

Project Home Owner’s Association
What is the funding mechanism for maintenance?

Project Home Owner’s Association

Who will be the final owner of this BMP?

Project Home Owner’s Association
Who will maintain this BMP into perpetuity?

Project Home Owner’s Association
What is the funding mechanism for maintenance?

Project Home Owner’s Association

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 9/26/2022
Form I -6 Page 4 of 6 (Copy as many as needed) 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. Storage Pipe 1
Construction Plan Sheet No. SHEET 13
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)
Hydromodification and Hydrology Detention
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)
Hydromodification and Hydrology Detention
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)
The Engineer o f Work
Robert Dentino
Excel Engineering
440 State Place
Escondido, CA 92029

Who will be the final owner of this BMP?

Project Home Owner’s Association
Who will maintain this BMP into perpetuity?

Project Home Owner’s Association
What is the funding mechanism for maintenance?

Project Home Owner’s Association

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 9/26/2022
Form I -6 Page 4 of 6 (Copy as many as needed) 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. Storage Pipe 2
Construction Plan Sheet No. SHEET 13
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 be the final owner of this BMP?

Project Home Owner’s Association
Who will maintain this BMP into perpetuity?

Project Home Owner’s Association
What is the funding mechanism for maintenance?

Project Home Owner’s Association

Peak flow detention
Peak flow detention
City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 9/26/2022
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

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 9/26/2022
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)

CORNERSTONE COMMUNITIES

WOODWARD
APN 220-210-49

WOODWARD ST, SAN MARCOS CA

SWQMP - BMP
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SCALE: I' 60"
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TOP OF BASIN
0 0
BIOflL !RA llON BASIN OETAIL

NOT TO SCALE
G

3. ~ SH!8; r1 f"' , Na {5:0/ STONE ,. SCH 40 PVC VALE
-;r-\( ~ 1 ' AOAPlEli' {l.fi1PxSoC)
~'==~'==~=='=='a lL..n
• pi,r: SCH #J PVC lHREAOEO
OSt/BDRA/N o ENO CAP (FPl)
=======l==a f-W.l{l,---OR/LL OR/flCE HOIE AT
t'.l( , flO/lt.lNE OF ENO CAP

PERMANENT WATER QUALITY

TREATMENT FACILITY

KEEPING OUR WATER WAYS CLEAN

MAINTAIN WITH CARE - NO MODIFICATIONS WITHOUT AGENCY APPROVAL ' (SIZE PER 910-BASIN OETA/l) DETAIL

WATER QUALITY SIGN- PLACED AT

EACH BIOFILTRATION BASIN
v~ 120" v~ -
AASHTO
M2 57 STONE
LOH£R ORIFICE OETAIL

NOT TO SCALE
NOTE: ALL BIOFILTRATION AREAS WILL

HAVE A SIGN POSTED TO BE
VISIBLE AT ALL TIMES.
~ COMPACTED SOIL
•
6 " PVC PIPE PERFORATION
LAYOlJT IJETAIL

NOT TO SCALE
HWJIU,lOfiYC .S!'J£ WA" ""
~;;;-;:-_::-~_-------_:::co-,/
-.._II ,
LL- l
TOP OF
MEDIA
3ft. 1 v
f{o,,if ~
1lf£ ONS/ff HWROI.OGICAl stl'l Gli'OIJP RlR 1HIS Sill' IS TYPE 0.

Q'/Sl!NG SllEfFAlllRES:

OETAIL
iVO Ol/Af PINC" AT CATCH BASINS
NOff: ALL CATCH BASINS Hf1lf CRA!ES SHALL
9£ Sll'NCllEO Hf1lf CITY REC1UIREO llBf PER
A90Y£ OETA/l (OAS VANIIFACTt/RING p!)O OR
E(l{JIVALENT).

SOURCE CONTROL

SOURCE CONTROL REQUIREMENT NODE
w }

IMPERMEABLE LINER
INPERAl£ABI.E UNEH ElXlE ANCHIR DETAIL

NOT TO SCALE

IMPLEMENTAIOIII
• !HE APPROKIVA ff O£P 1lf TO Gli'OIJNl)WA 1E1i' IS CREA 1E1i' 1lfAN 20 FEET. • lHEl?E ARE NO NATt/RAL HWROI.OG/C fEATt/RES ON 1lf£ SllE • !HE Sill' PROPOSES TO CONNECT TO !HE EK!SllNG Pl/9t./C STORl.f IJRAIN srsm, lOCA TEO IN 1lf£ SOll1lf EDGE OF !HE SIIE
• BASEO ON WA lEli'SHEO VAPPING OF POll'NllAL CR/ 11CAL COARSE SEO/VENT MEZO AREAS (cc.5'YA}, 1lfERE ARE NO CCSYA lOCA TEO Hf1lflN 1lf£ PRO.ECT 90/JNl}ARY OR 11?/91/TARY TO 1lf£ RI/Neff B'IPASSEO AROIJNO !HE SllE
WATER 0/JALITY BASIN INSTALLAllON NOTES:
f. .J INCHES OF IIEZJ.-AGEI), SHREl)l)El) HAROMJOO Vl/lCH. @)
STENCIL EVERY INLET WITfl PROHIBITIVE WORDS: "NO
C-2 STORM DRAIN STENCILING OR SIGNAGE DUMPING! DRAINS TO WATERWAYS" AND "NO CONTAMINE" IN SPANISH.

2. AN l/NOER!JRAIN CLEANOIJT Hf1lf A VIN/l.f/11.f 6-INCH 0/Al.fElEli' ANO lOCKA9l.E CAP IS PlACEO £1£/?Y 250 TO .JOOFEET AS RE(){//R£/) BASEO ON l/NOER!JRAIN lENGlH. .1 1£GETA llON llSEO SHOIJLO 9£ S(J/TA9l.E FOR 1lf£ Ci./1.fA ff PER lANOSCAPE PlANS FS ElEV . i -"-.._ .J: 1 VA% Sl.QOE
PER PLAN ~ ~! ~ ROCK ON SIJRFACE TO st.OW WAlER
f.5' VIN OEP1lf ~ ~: ~ ANO ALLOW Pl.ANT CROW111
{VAHIABI.E HIO 1H) ~ ~ : ~ 4 • OF PEA CHA Y£l. Rl 1E1i' TOPS/¥L I.fl)( , ~ • ;:-, CO/IRS£
1::, ...,
AGGREGAff STORAGE
lAYER

4. Rl 1E1i' COARSE IS A VINll.f/11.f OF 6 INCHES PROll!OEO IN TIKJ SFPAHA ff .J INCH lA YERS. 1lf£ TOP LAYER SHALL 9£ VAOE OF AS!Y C.J.J CHOKER SANO ANO !HE BOTTOl.f lAYER 9£ OF AS1M NO. 8 AGGREGAIE VAHKERS STAKES SHAll 9£ I/SEO TO ENS(JRE llNIFORl.f UFT 1HICKNESS.

5. AASHTO NO. 57 STONE OR CLASS 2 PERAIEA9l.E PER CAl ll?ANS SPEC/flCAllON 68-1.025 IS RECa/11.fENOEl) FOR 1lf£ AGGREGA ff STORAGE LA Ylli'. WASHED, OPEN-CRAOEO CRtJSHEO ROCK VAY 9£ llSEl), HOH£1£1?, A 4 INCH VINIV/11.f /YASHEO PEA CHA Y£l. Rl lER CO/IRS£ lA YER AT !HE TOP OF !HE CRtJSHEO ROCK IS RE(l(JIR£I).

6. 11.fPERAIEABLE UNER SHALL 9£ INSTALLED I/HEN 1lf£ 9/0flL ll?A 110N BASIN IS Hf1lflN 10 FEET OF RETAINING WALLS OR B(//LO/NG FOi/NOA llONS, OR AS RECOVAIENOEO BY !HE St¥lS ENGINEER, OR RE(llJIREO BY 1lfESE PLANS. OIPERJIEABLE l/NB? SHALL 9£ .JO Vil 1HICK (PER COIJNTY OF SAN 0/EGO CREEN SlREE!S OES/CN STANOARO ORAHING GS-.100 ANO COIJNTY CREEN SlREETS SI.IPPLEAIENT TO CAL ll?ANS SPEC/F/CAllONS 20-11.088) CONflGIJREI) TO EN11REZY ENCOVPASS 1lf£ SIOES OF !HE WA 1E1i' (llJAllTY BASIN.

7. /l.fPERl.fEA9LE LINER 9£ CONS!RllCTEO IN COVPLIANCE H/111 111£ COIJNTY OF SAN 0/EGO GREEN SlREE!S SIIPPLBIENT TO CAL ll?ANS SPECIRCAllONS 20-11.088.

8. 9/0flLll?AllON Si::vl l.fElJIA lAYER {9Sl.f) SHALl CONSIST OF 60% TO 80% BY 11Jt.lJAIE SANO, llP TO 20% BY 11Jt.(IA/£ TOPS/¥[, ANO llP 20% BY 11Jt./Jl.f£ COAIPOST {PER COIJNTY OF SAN 0/EGO 81,/P O£S/GN VAN/JAL SFl'lBfBER 2020 APPENIJ/% F.2 SEC110N 80.J-2 91.ENOEO 9Sl.f CR/1lHIA ANO lESllNG RE(llJ!li'El,IEN!S) Pl.ACED IN 6• UF!S ANO COAIPACTEO Hf1lf IYAlEli' PRIOR TO !HE NEXT UFT. /NlllAL PERAIEA9/llTY SHALL 9£ a• PER HO/JR (Hl1lf ASS/1.11£0 STA9/LIZEO PER.IIEA9/LITY OF 5•

PER HO/JR)

9. !HE AXREGAff STORAGE lAYER SHALL 9£ COVPACTEO IN ACCORDANCE Hf1lf stl'LS ENGINEER'S RECOl.fl.fENOA llONS.
6" PERFOl?ATEO pi,r:
l/NIJERIJRAIN PIPE
VIN/l.f/11.f .1• AXREGA ff
9ElOW l/NOER!JRAIN
,a VP B HILL HA 1£ A 90)( 1lfAT IS I/SEO FOR A Pl/VP SIZED 9ElOW !HE a 1(l2 STORl.f £/£NT TO PIIAIP 0/JT lOW FLOW WA 1E1i' Af7l7? CLEANING. PEAK FlOW Hill 0/SCHARGE 1HROIJGH 0-25 TO MJOOWARO SlREET.
6• Rlll'R /
.COONSE
VA/i'/£.5'
(.J' VIN)
BIOflLlRAllON BASIN B SECllON
/
·· /
/
T>P/CAL SECllON

NOT TO SCALE
/
/

DATE REMARKS
<%/202.J Pl.ANNING st/Bl.f/TTAL
ff. ALL l/NER INSTALLA llONS, f1El1J HELO/NG OF SEAVS. ANO OIJSERVA 110N OF Sal I.fl)( PLACE.IIENT SHALL RE(l{J/RE SPECIAL INSPECllON BY !HE PRO.ECT GEOffCHNICAL ENG/NEB? OR O!HER (l{JAL/REO PERSlw. A LETlER CER11F#NG PROPER INSTALLAllON SI/All 9£ PROll!OEO TO 1lf£ ENGINEER OF RECORO TO ACCEPTANCE OF 1lf£ FAC/LlllES.

12. SPECIAL INSPECllON SHALL 9£ RE(){//R£/) FOR CONSll?llCllON OF ALL 9/0flLll?AllON BASINS.

INSPEC 110N SHAll 9£ PERFOli'l.f£lJ BY A ()IJAUREO INO/llfl)IJAL (SI/CH AS.· ENGINEER OF RErol'D, ()SI]) INSPEC llON SHALL INCi.llOE:
• /IER/f1CA110N OF 01£/?ALL O/l.fENSIOIVS PRIOR TO PLACEVENT OF VA1lHIALS,· • PLACEMENT OF 111£ l/NER, IF RE(llJIREIJ;ANO SEAVS OR PENEll?A news • Pl.A CEMENT OF 111£ CHA 1£L, Rl 1E1i' VA 1lHIALS, ANO Rl 1E1i' VEDIA; • All /NlET ANO 0/JlZET SlRllCTt/RES INCi./1/JING llNIJERIJRAINS, IF RE(l{JIREO. • CONll?ACTOR SHALL TAKE PICTt/RES AT EACH STAGE OF INSTALLAllON ANO Sl/91.flTlEO TO ENGINEER FOR 1£/i'IRCA llON OF INSTALl.

INSPECTOR SHALL 9£ GIi£# A l.f/NIV/11.f OF 48 HOIJl?S PRIOR TO INSPECllON. I/PON COl.fPl.£110N !HE INSPECTOR SHALL PROll!OE A CER11RCAllON TO 1lf£ ENGINEER OF HmK.

1.1 PROPOSE/J NA 1lHIALS, SI/CH AS AGGREGA lE, Rl 1E1i' VA 1lHIAL, AN!) RL lER l.fElJIA SI/All 9£ SIJBII/TlHJ TO !HE ENGINEER OF llr:Jli'I( FOR APPROVAL.

EXCEL

ENGINEERING
WI/ lf.Nl/f#J•El/llflllflG•mJllf6/G
ffO SlAlE l!M1,; ~ ~ 11121
"'/IIOlllHll8 111 (lltqHHJI
13 Attachment 1B
Tabular Summary of DMA's
This worksheet is not needed since Automated
Worksheet B.1 is being used per the first plan
check comments. See Attachment 1E for tabular
summary of DMA in the Automated Worksheet
B.1
Attachment 1C
Harvest and Use Feasibility
Screening Checklist
Appendix I: Forms and Checklists

I-26 February 2016
Harvest and Use Feasibility Checklist Form I-7

1. Is there a demand for harvested water (check all that apply) at the project site that is reliably present during the wet season?
Toilet and urinal flushing
Landscape irrigation
Other:______________

2. If there is a demand; estimate the anticipated average wet season demand over a period of 36 hours.

Guidance for planning level demand calculations for toilet/urinal flushing and landscape irrigation is provided in Section B.3.2.
[Provide a summary of calculations here]

3. Calculate the DCV using worksheet B-2.1.

DCV = __________ (cubic feet)
3a. Is the 36 hour demand greater
than or equal to the DCV?
 Yes /  No
3b. Is the 36 hour demand greater than

0.25DCV but less than the full DCV?
 Yes /  No

3c. Is the 36 hour demand
less than 0.25DCV?
 Yes
Harvest and use appears to be
feasible. Conduct more detailed
evaluation and sizing calculations
to confirm that DCV can be used
at an adequate rate to meet
drawdown criteria.

Harvest and use may be feasible.

Conduct more detailed evaluation and
sizing calculations to determine
feasibility. Harvest and use may only be
able to be used for a portion of the site,
or (optionally) the storage may need to be
upsized to meet long term capture targets
while draining in longer than 36 hours.

Harvest and use is
considered to be infeasible.

Is harvest and use feasible based on further evaluation?  Yes, refer to Appendix E to select and size harvest and use BMPs.  No, select alternate BMPs.

DCV = 6279

0.25xDCV=1569.75
Flushing: (46 employees)x(9.3 gal/emp) = 427.8 gallons (427.8 gal)(1.5 days)/(7.48 gal/cu. ft.) = 85.79 cu. ft.

Irrigation: 36-hr Mod. Water per Table B.3-3 = (1,470 gal days/acre)(5.361 acres)/(7.48 gal/cu feet) = 1053.57 cu ft.

Total Demand = 1139.36 cu. ft.
6279
~
~
□
~ C3 i C3 CD
~
Attachment 1D
Categorization of Infiltration
Feasibility Condition
I-8
I-8
X
X
The NRCS soils across the onsite are all Type D soils. The site soils are consistent with the NRCS mapped soil types based on site explorations and percolation testing. According to geotechnical report by GeoTek dated 5/16/2019, groundwater is not anticipated to be within 50 ft of the ground surface, which should have an infiltration rate is 0.

Worksheet : Categorization of Imtltration Feasibility Condition 111 lfil ■ llln1 ■ -.••••11 l~•t1lln.•n-n11uun 11
...

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
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:

Yes No
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability. 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:

Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability.

C-11
I-8
I-8
X
X
The NRCS soils across the onsite are all Type D soils. The site soils are consistent with the NRCS mapped soil types based on site explorations and percolation testing. According to geotechnical report by GeoTek dated 5/16/2019, groundwater is not anticipated to be within 50 ft of the ground surface, which should have an infiltration rate is 0.

The NRCS soils across the onsite are all Type D soils. The site soils are consistent with the NRCS mapped soil types based on site explorations and percolation testing. According to geotechnical report by GeoTek dated 5/16/2019, groundwater is not anticipated to be within 50 ft of the ground surface, which should have an infiltration rate is 0.
- - -'-l.fljTiil""l~i
Criteria Screening Question
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:

Yes No
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability. 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:

Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability.

Part 1
If all answers to rows 1 - 4 are "Yes" a full infiltration design is potentially feasible. The feasibility screening category is Full Infiltration
Result* 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
*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 City Engineer to substantiate findings.

C-12
I-8
X
Duetositesoilsnotpercolatingandthesignificantamountofclayeysoils,itisunlikelythatany appreciablevolumeofwaterwillinfiltrate.

X
The NRCS soils across the onsite are all Type D soils. The site soils are consistent with the NRCS mapped soil types based on site explorations and percolation testing. According to geotechnical report by GeoTek dated 5/16/2019, groundwater is not anticipated to be within 50 ft of the ground surface, which should have an infiltration rate is 0.
- - -'-l.fljTiil""l~i ~ I ' ....

Part 2 - Partial Infiltration vs. No Infiltration Feasibility Screening Criteria Would infiltration of water in any appreciable amount be physically feasible without any negative consequences that cannot be reasonably mitigated?
Criteria Screening Question
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 AppendixD .

Provide basis:

Yes No
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability and why it was not feasible to mitigate low infiltration rates .
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:

Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability and why it was not feasible to mitigate low infiltration rates.

C-13
I-8
No
Inf.

X
X
The NRCS soils across the onsite are all Type D soils. The site soils are consistent with the NRCS mapped soil types based on site explorations and percolation testing. According to geotechnical report by GeoTek dated 5/16/2019, groundwater is not anticipated to be within 50 ft of the ground surface, which should have an infiltration rate is 0.

The NRCS soils across the onsite are all Type D soils. The site soils are consistent with the NRCS mapped soil types based on site explorations and percolation testing. According to geotechnical report by GeoTek dated 5/16/2019, groundwater is not anticipated to be within 50 ft of the ground surface, which should have an infiltration rate is 0.
- - -'-l.fljTiil""l~i
Criteria Screening Question
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:

Yes No
Summarize findings of studies; provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/ data source applicability and why it was not feasible to mitigate low infiltration rates.
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:

If all answers from row 1-4 are yes then partial infiltration design is potentially feasible.

Part 2 The feasibility screening category is Partial Infiltration.

Result* If any answer from row 5-8 is no, then infiltration of any volume is considered to be infeasible within the drainage area. The feasibility screening category is 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 City Engineer to substantiate findings C-14
Attachment 1E
Pollutant Control BMP Design
Worksheets & Calculations
Category # Description i ii Units
1 Drainage Basin ID or Name BMP-A BMP-B unitless
2 85th Percentile 24-hr Storm Depth 0.67 0.67 inches
3 Impervious Surfaces Not Directed to Dispersion Area (C=0.90) 107,435 16,132 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) 0 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) 7,776 sq-ft 10 Does Tributary Incorporate Dispersion, Tree Wells, and/or Rain Barrels? 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 115,211 16,132 sq-ft
23 Initial Runoff Factor for Standard Drainage Areas 0.86 0.90 unitless 24 Initial Runoff Factor for Dispersed & Dispersion Areas 0.00 0.00 unitless 25 Initial Weighted Runoff Factor 0.86 0.90 unitless
26 Initial Design Capture Volume 5,532 811 cubic-feet
27 Total Impervious Area Dispersed to Pervious Surface 0 0 sq-ft 28 Total Pervious Dispersion Area 0 0 sq-ft
29 Ratio of Dispersed Impervious Area to Pervious Dispersion Area n/a n/a ratio 30 Adjustment Factor for Dispersed & Dispersion Areas 1.00 1.00 ratio 31 Runoff Factor After Dispersion Techniques 0.86 0.90 unitless 32 Design Capture Volume After Dispersion Techniques 5,532 811 cubic-feet 33 Total Tree Well Volume Reduction 0 0 cubic-feet
34 Total Rain Barrel Volume Reduction 0 0 cubic-feet
35 Final Adjusted Runoff Factor 0.86 0.90 unitless
36 Final Effective Tributary Area 99,081 14,519 sq-ft
37 Initial Design Capture Volume Retained by Site Design Elements 0 0 cubic-feet 38 Final Design Capture Volume Tributary to BMP 5,532 811 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
Category # Description i ii Units
1 Drainage Basin ID or Name BMP-A BMP-B sq-ft
2 Design Infiltration Rate Recommended 0.000 0.000 in/hr 3 Design Capture Volume Tributary to BMP 5,532 811 cubic-feet 4 Is BMP Vegetated or Unvegetated? Vegetated Vegetated unitless 5 Is BMP Impermeably Lined or Unlined? Lined Lined unitless 6 Does BMP Have an Underdrain? Underdrain Underdrain unitless 7 Does BMP Utilize Standard or Specialized Media? Standard Standard unitless 8 Provided Surface Area
1,490 719 sq-ft
9 Provided Surface Ponding Depth 9 9 inches
10 Provided Soil Media Thickness 18 18 inches
11 Provided Gravel Thickness (Total Thickness) 12 12 inches 12 Underdrain Offset 3 3 inches
13 Diameter of Underdrain or Hydromod Orifice (Select Smallest) 1.44 0.50 inches 14 Specialized Soil Media Filtration Rate in/hr
15 Specialized Soil Media Pore Space for Retention unitless 16 Specialized Soil Media Pore Space for Biofiltration unitless 17 Specialized Gravel Media Pore Space unitless
18 Volume Infiltrated Over 6 Hour Storm 0 0 cubic-feet
19 Ponding Pore Space Available for Retention 0.00 0.00 unitless 20 Soil Media Pore Space Available for Retention 0.05 0.05 unitless 21 Gravel Pore Space Available for Retention (Above Underdrain) 0.00 0.00 unitless 22 Gravel Pore Space Available for Retention (Below Underdrain) 0.40 0.40 unitless 23 Effective Retention Depth 2.10 2.10 inches
24 Fraction of DCV Retained (Independent of Drawdown Time) 0.05 0.16 ratio 25 Calculated Retention Storage Drawdown Time 120 120 hours 26 Efficacy of Retention Processes 0.06 0.18 ratio
27 Volume Retained by BMP (Considering Drawdown Time) 334 147 cubic-feet 28 Design Capture Volume Remaining for Biofiltration 5,198 664 cubic-feet 29 Max Hydromod Flow Rate through Underdrain 0.0931 0.0113 cfs 30 Max Soil Filtration Rate Allowed by Underdrain Orifice 2.70 0.68 in/hr 31 Soil Media Filtration Rate per Specifications 5.00 5.00 in/hr 32 Soil Media Filtration Rate to be used for Sizing 2.70 0.68 in/hr 33 Depth Biofiltered Over 6 Hour Storm 16.19 4.09 inches 34 Ponding Pore Space Available for Biofiltration 1.00 1.00 unitless 35 Soil Media Pore Space Available for Biofiltration 0.20 0.20 unitless 36 Gravel Pore Space Available for Biofiltration (Above Underdrain) 0.40 0.40 unitless 37 Effective Depth of Biofiltration Storage 16.20 16.20 inches 38 Drawdown Time for Surface Ponding 3 13 hours
39 Drawdown Time for Effective Biofiltration Depth 6 24 hours 40 Total Depth Biofiltered 32.39 20.29 inches
41 Option 1 - Biofilter 1.50 DCV: Target Volume 7,797 996 cubic-feet 42 Option 1 - Provided Biofiltration Volume 4,021 996 cubic-feet 43 Option 2 - Store 0.75 DCV: Target Volume 3,898 498 cubic-feet 44 Option 2 - Provided Storage Volume 2,012 498 cubic-feet 45 Portion of Biofiltration Performance Standard Satisfied 0.52 1.00 ratio 46 Do Site Design Elements and BMPs Satisfy Annual Retention Requirements? Yes Yes yes/no 47 Overall Portion of Performance Standard Satisfied (BMP Efficacy Factor) 0.58 1.00 ratio 48 Deficit of Effectively Treated Stormwater
-2,323 0 cubic-feet
Biofiltration
Calculations
-This BMP does not fully satisfy the performance standards for pollutant control for the drainage area. - BMPs sized at <3% of the effective tributary areas must be accompanied by Reduced Size BMP Maintenance calculations (see last tab).

False
False
Result
False
False
Attention!
Retention
Calculations
Automated Worksheet B.3: BMP Performance (V2.0)
False
False
BMP Inputs
See next sheet for Reduced
Size BMP Maintenance

Category # Description i Units
1 Drainage Basin ID or Name BMP-A unitless
2 Final Effective Tributary Area 99,081 sq-ft
3 Provided BMP Surface Area 1,490 sq-ft
4 Average Annual Precipitation 13.0 inches
5 Load to Clog (default =2.0) 2.0 lb/sq-ft
6 TSS Pretreatment Efficacy 0.25 yes/no
7 Percentage "Commercial" percentage
8 Percentage "Education" percentage
9 Percentage "Industrial" percentage
10 Percentage "Low Traffic Areas" 48% percentage
11 Percentage "Multi-Family Residential" 50% percentage 12 Percentage "Roof Areas" percentage
13 Percentage "Single Family Residential" percentage
14 Percentage "Transportation" percentage
15 Percentage "Vacant/Open Space" 2% percentage
16 Percentage "Steep Hillslopes" percentage
17 Total Percentage of Above Land Uses 100% percentage
18 Average TSS Concentration for Tributary After Pretreatment 18 mg/L 19 Average Annual Runoff Volume 107,338 cubic-feet
20 Average Annual TSS Load 121 lb/yr
21 Available Sediment Storage within BMP 2,980 lb
22 Anticipated Major Maintenance Frequency 24.7 years
False
False
Automated Worksheet B.4: Reduced Size BMP Maintenance Interval (V2.0) Drainage Basin
Info
Biofiltration
Clogging
Inputs
No Warning Messages
Result
BMP meets 10 year minimum
maintenance threshold

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 9/26/2022
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




Attachment 2A:

Hydromodification Management Exhibit
City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 9/26/2022
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 2A:

Hydromodification Management Exhibit

PRE DEVELOPMENT

HYDROMODIFICATION EXHIBIT
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PRE DEVELOPMENT HYOROMOOIFICATION EXHIBIT

PRE DEVELOPMENT HYDROMODIFICATION BREAKDOWN

PRE DEVELOPMENT

OMA ACRE DRAINS TO
DMA-1 3.7409 POC-1
DMA-2 2.7233 POC-1
Attachment 2A:

Hydromodification Management Exhibit

POST DEVELOPMENT

HYDROMODIFICATION EXHIBIT
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2- ALL RETENTION AND DETENTION SYSTEMS SflALL BE INSTALLED IN ACCORDANCE Will, ASTM 0232 1, LATEST EDITIQN AND IBE MANUFACTURER'S PU BLISHED INSTALLATION GUIDELINES.

J_ MEASURES SHOULD BE TAKEN TO PREVENT TflE MIGRATION OF NATIVE FINES INTO THE BACKFILL MATERIAL, WHEN REOUIREO. SEE ASTM D2321.

4. FILTER FABRIC: A GEOTEXTILE FABRIC MAY BE USED AS SPECIFIED BY TI-IE ENGINEER TO

PREVENT THE MIGRATION OF FINES FROM THE NATIVE SOILINTOTHE SELECT BACKFILL

MATERIAL

SUITABLE

FOUNDAT ION
H H
(FLEX PVMT .) (RIGID PVMT.)
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= 6" MIN. FOR JD" - 60" PIPE
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5. FOUNDATION: WHERE THE TRENCH BOTTOM IS UNSTABLE. THE CONTRACTOR SHALL EXCAVATE TD A DEPTH REQUIRED BY THE ENGINEER AND REPLACE 1/\1TH SUITABLE MATERIAL AS SPECIFf ED BY THE ENGINEER. AS AN ALTERNATIVE AND AT IBE DISCRETION OF THE DESIGN ENGmEER . THE

TRENCH BOTTOM MAY BE STABILIZED USING A GEOTEXTILE MATERIAL

6. BEDDING; SUITABLE MATERIAL SHALL BE CLASS I OR II, Tfl E CONTRACTOR SflALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. UNLESS OTflER>MSE NOTED BY TI-IE ENGINEER, MINIMUM BEDDING THICKNESS SHALL BE 4" j 100mm) FOR 4"-24" (100mm-600mm):
6" (150mm) FOR 30"-60" (750mn>-1500mm).

NOMINAL

DIAMETER
48'
(1200 MM)

NOMINAL TYPICAL

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(1372 MM) (635 MM)
TYPICAL TYPICAL SIDE fl fl
SPACING 'C" WALL "X" (NON-TRAFFIC) (TRAFFIC)

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(1994 MM) (457 MM) (292 MM) (610 MM)
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7. I NITIAL BACKFILL: SUITABLE MATERIAL SHALL BE CLASS I OR II IN TflE PIPE ZONE EXTENDING NOT LESS THAN 6' ABOVE CROWN OF PIPE. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATI ON TO ENGINEER. MATERIAL SHAll_ BE INSTALLED AS REQUIRED IN ASTM D2321, LATEST EDITION.

S1UM6F PIP£ 2 ltElH ovas:s' SECTK:W

8. MINIMUM COVER: MINIMUM COVER OVER ALL RETNETIONIDETENTION SYSTEMS IN NON-TRAFFIC APPLICATIONS (GRASS OR LANDSCAPE AREAS) IS 12" FROM TOP OF PIPE TO GROUND SURFACE ADDITIOt-lAL COVER MAY BE REQUIRED TO PREVENT FLOATATION_ FOR TRAFFIC APPLICATIONS, MINIMUM COVER IS 12' UP TO 36" DIAMETER PIPE AND 24" OF COVER FOR 42" - 60" DIAMETER PIPE.

MEASURED FROM TOP OF PIPE TO BOTTOM OF FLEXIBLE PAVEMENT OR TO TOP OF RIGID PAVEMENT.
• CLASS I BACKFILL REQUIRED AROUND 60" DIAMETER FITTINGS.

H'tLWa,OG'C SW 61iWP
!HE ONSITE HW?Ol.OCICAL SQIL CROUP FOR !HIS 51TE IS TtPE 0. rn£1Ni' S/1FfFAQ/8£i
• !HE APPRO)(!AIA TE OEP 1H TO GROIJNOWA 1ll? IS GREA 1ll? !HAN 20 FEET. • !HERE ARE NO NAllJRAL HWROI.OCIC FFAllJRES ON !HE 511£ • !HE 51TE PROPOSES TO CONNECT TO !HE £)(!SllNG PI/Bl/C STORAI ORA/N SYSTEAI LOCATED IN !HE SOIJ!H E/}{]£ OF !HE 511£
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SOURCE CONTROL

SOURCE CONTROL REQUIREMENT NODE IMPLEMENTAION

PREVENTION OF ILLICIT

DISCHARGES

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VEfllCLE WASHING IS PROHIBITED
STENCIL EVERY INLET WITH PROHIBITIVE WORDS: "NO
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IN SPANISH.
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HYOROMOOIFICA 1/ON MANA CEMENT EXHIBIT

POST DEVELOPMENT HYDROMODIFICATION BREAKDOWN

POST DEVELOPMENT

DMA ACRE DRAINS TO
DMA-1 1.056 POC-1
DMA-2 1.5889 POC-1
DMA-3 0.2371 POC-1
DMA-4 0.3703 POC-1
DMA-5 0.1943 POC-1
DMA-6 0.455 POC-1
DMA-7 0.9452 POC-1
DMA-8 0.6285 POC-1
DMA-12 0.3647 POC-3
DMA-13 0.8688 POC-3
DMA-14 0.2261 POC-3
DMA-15 0.2461 POC-1
DMA-16 0.0927 POC-1
DMA-19 0.1651 POC-1
DMA-20 0.2509 POC-1
DMA-21 0.1995 POC-1
Attachment 2B:

Management of Critical Coarse Sediment Yield Areas
City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 9/26/2022

Potential Critical Coarse Sediment
Potential Critica l Course Sediment
Project Site
Attachment 2C:

Geomorphic Assessment of Receiving Channels

V:\17\17067\Engineering\Current\PGP\Storm\SWQMP\17067 Critical Coarse Sediment Report.docx

Critical Coarse Sediment Yield Analysis

FOR:

Mission 316 West - 67 Condominium Units
City of San Marcos, CA

PREPARED FOR:

KB HOMES COASTAL
9915 Miramesa Boulevard Suite 100
San Diego, CA 92131
Contact: Kurt Bausback
Tel: (858) 877-4262

PREPARED BY:

Excel Engineering
440 State Place
Escondido, CA 92029
Tel: (760) 745-8118
Project No: 14-041

DATE PREPARED:

August 7, 2018

APPROVED
City Drawing No.: GP-20-00016
GPA 18-0004
CUP 18-0007
Dec 17,2020
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Summary
This report presents the findings of the Potential Critical Coarse Sediment analysis of the site.

The analysis was conducted using the following the guidelines…

1. February 2016 San Diego Region Model BMP Design Manual, and associated Appendix

2. February 2016 County of San Diego BMP Design Manual, and associated appendix

3. June 2016 Carlsbad Watershed Management Area Water Quality Improvement Plan To meet requirements of the San Diego Regional Water Quality Control Board Order R9- 2013-0001
https://www.waterboards.ca.gov/sandiego/water_issues/programs/stormwater/wqip.html http://www.projectcleanwater.org/download/carlsbad-wqip-gis-files/

4. January 2018 Model BMP Design Manual San Diego Region for Permanent Site Design, Storm Water Treatment and Hydromodification Management

5. The San Diego County Help Desk Questions and Answers.

Per results following, It is determined that the site is not a source of Critical Coarse Sediment for the downstream receiving waters and avoidance or mitigation is not necessary.

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Table of Contents
Contents
Summary ....................................................................................................................................................... 1 Table of Contents .......................................................................................................................................... 2 Introduction ................................................................................................................................................... 3 Sources of Methodology ............................................................................................................................... 3 Steps of the Analysis ..................................................................................................................................... 5

1. WMAA Potential Critical Coarse Sediment Mapping ...................................................................... 6

2. Verification of GLUs Onsite .................... ......................................................................................... 8

3. Relative Sediment Production (RSP) ............. ................................................................................. 16 References ................................................................................................................................................... 20 Appendix A ................................................................................................................................................. 22

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Introduction

The purpose of this study is to address the presence of WMAA (Watershed Management Area Analysis) Mapping indicating Potential Critical Coarse Sediment Yield Areas (PCCSYA’s) on the Mission 316 West site. The WMAA Map area in question lies on the Northeasterly slope of the project and on the Northwesterly of the project.

See Exhibits following. The drainage basin
begins with the off-site hill slope which is at the edge of the neighbor’s property. The drainage from the offsite property drains to a curb inlet located at the southwesterly of the project site. The total of offsite drainage area is 5.435 acres, 2.89 acres drain to southwest inlet (POC-1A) via existing dirt road and the other 2.55 acres drain to the southeast corner of the site (labeled as POC-2) via natural rill when it is raining and eventually drains to an existing concrete browditch and to an inlet. There are three discharge locations of the site: Two inlets located at the southwest corner of the site, labeled as POC-1A and POC-1B and one inlet located at the southeast corner of the site. This storm drain system ultimately discharges into San Marcos Creek.

The Mission 316 West is classified as a Priority Development Project with respect to stormwater discharge and is subject to Hydromodification requirements. Hydromodification requirements are intended to minimize excessive downstream erosion in receiving waters due to land development activities. There are two main components to hydromodification design. The first component is the mitigation of the increase in peak flow and flow duration rates that result from the addition of impervious surfaces and concentration of runoff that are typical of land development activities. The flow/duration component of the design is covered in a separate report. The second component of hydromodification is protection of the Critical Coarse Sediment (CCS) supply of the stream. The CCS component of the hydromodification requirements is intended to maintain any present sources of stream coarse sediment supply.

Sources of Methodology

The initial reference for analyzing the PCCSYA’s is the February 2016 San Diego Regional Model BMP Design Manual for the City of San Marcos. Coarse sediments are addressed in Chapter 6 which primarily discusses Hydromodification requirements. This section is followed up with greater detail on the PCCSYA’s topic in Appendix H. However, due to limited information in this version, other sources were needed to support this report. Since the printing of the February 2016 San Diego Regional Model BMP Design Manual, updates from the San Diego County Help Desk have been included (including some more in depth explanation and methodology) in a revised, extended Appendix H. These updates were shown to have been included within the more recent updated additions of the BMP Design Manual including the February 2016 County of San Diego BMP Design Manual, and associated Appendix and the January 2018 Model BMP Design Manual San Diego Region for Permanent Site Design, Storm Water Treatment and Hydromodification Management.

Also the San Diego County Regional Watershed Management Area Analysis (WMAA) printed October 1, 2015 was a reference as well as the June 2016 Carlsbad Watershed Management Excel Engineering

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Area Water Quality Improvement Plan regarding water quality and CCSYA that discusses the Geomorphic Landscape Units (GLU) in more detail than the BMP Manuals. This manual was referenced for greater clarity and provides criteria dictating whether or not avoidance is required for protection purposes.

In regards to the use of the “Carlsbad Watershed Management Area Analysis” report, please recall that the City of San Marcos lies within and is a part of the Richland HAS of the San Marcos Hydrologic Area of the overall Carlsbad Hydrologic Unit. This study was completed for the entire HSU and is not meant to be a reference specific to the City of Carlsbad.

Figure 1 Taken from June 30, 2016 Carlsbad Watershed Management Area (Water Quality Improvement Plan)-Executive Summary Page ES-2
Carlsbad WMA Water Quality Improvement Pion
La
Pa clflc Ocean
N
t

00.51 2 3 4
••- - M es
Figure 5: Carlsbad Watershed Management Area
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Figure 2 Google Earth Image of Mission 316 West Project with overlay of Hydrologic Area provided courtesy of SANGIS. The Watershed is defined as Carlsbad, HA is San Marcos; HAS Richland (904.52)
Steps of the Analysis

Section 6.2 of Chapter 6 of the February 2016 San Diego Region Model BMP Design Manual and subsequent related publications outline the steps necessary to evaluate if the project will impact the supply of critical coarse sediment to downstream receiving waters. The steps used in this report are summarized below:

Step 1 : Consult the Potential Critical Coarse Sediment Yield Map included in the Regional WMAA (found on the Project Clean Water website). If potential areas exist within the project boundaries, then proceed to step 2.

Step 2 : Verify the Geomorphic Landscape Units (GLUs) onsite. This process is outlined in Section 6.2.1 of Chapter 6 and Appendix H of the February 2016 San Diego Region Model BMP Design Manual. Further discussion for Carlsbad Watershed Specific areas are located in the Carlsbad Watershed Management Area – Water Quality Improvement Plan (WQIP). If GLU analysis confirms the CCS mapping in the WMAA, then proceed to step 3.

Step 3: Relate GLU to relative sediment production of the local site region. Per CCSYA criteria from the Carlsbad Watershed Management Area Analysis, perform a quantitative analysis of relative sediment production (RSP) using the RUSLE Equation. If RUSLE indicates a High sediment production for the specific site area and the site underlying Geologic Formation is CB, CSI or CSP, and then implement avoidance.

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Step 1-Critical Coarse Sediment Mapping
The mapping of Potential Critical Coarse Sediment Areas obtained from the Project Clean Water web site was overlaid into the project site as well as the aerial photo. The resulting composite map shows that there are two areas of the project that have the potential to provide critical coarse sediment to downstream waterbodies (See Map):

Area 1 is located at north westerly of the project adjacent to the proposed driveway. This potential critical coarse sediment is located under the existing road Woodward St (developed area) and 5.7% slope or category 1 of slope category. Runoff from this area flows southwesterly away from the project and does not impact the site.

Area 2 is located at northeasterly of the project and upstream of the project. This potential critical coarse area is classified as a scrub/shrub vegetation cover with >40% slope or category 4 of slope category, runoff of this area drains toward the site. 1 2

WMAA MAP

MISSION ROAD

WOODWARD STREET
Figure provided from Google Earth with an overlay of potential critical course sediment area from San GIS

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Based on the results of the map on the previous page, the site does show the presence of PCCSYA’s. The analysis will move on to Step 2, the verification of GLUs onsite.

Step 2-Verification of GLUs Onsite
The WMAA map used in the first part of the analysis is based on regional level data sets. The inherent resolution of these regional level datasets may not accurately depict site specific conditions. Appendix H of the San Diego Region BMP Design Manual provides guidance to confirm if site specific GLUs exist within the project boundary. The following table was taken from the 2016 San Diego Region BMP Design Manual – 6-4 and provides criteria for PCCSYA’s which must be investigated further.

The first step of this process was to classify Land Cover of the site. Table H.1-2 provides a list of names regarding the different types of vegetation land cover but doesn’t specify what these look like in the field. SanGIS provides shape files that can be used to determine the land cover in the area. The Mission 316 West project is located within the 32500 Scrub and Chaparral, and 63300 Riparian and Bottomland Habitat; which according to the Table H.1-2 is a Land cover grouping of Scrub/ Shrub. Note that category-1 is not listed on the table above, therefore potential critical coarse sediment for area 1 is not relevant for critical coarse sediment assessment.

TABLE <i-:t Pot ndal Critical Coarse S •ditn •nt Yield Ar •as ck 20%- 4(1<'/4,
ck rass
ck >40 %
ub/ Shrub-4 >40 %
>40 %
10-20 %
ass
Agricultur-al / Gra ss >40 ¾
Agricultural/ rass >4()%
Purest 20% - 40%-,
Fores1 >10%
-
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The Carlsbad Watershed Management Area Water Quality Improvement Plan does include specified pictures for the region. In the Carlsbad WMAA Attachments section of the report the classifications that appear to be most like the proposed Mission 316 West Project are Scrub/Shrub-4. This type of land cover will be carried through the rest of this analysis for a complete comparison; see pictures below referenced from page 467, and 478 of the Carlsbad Watershed Management Area Water Quality Improvement Plan.

Picture 1
With pictures from the Mission 316 West project site itself, we can confirm the vegetation type; see below for Mission 316 West Pictures.
, pcndi H : , . ui.danec: f r In 1Cs , - n P . 1rnllilll Crium l c - c cdimc:m .l d Field Visit ID-l
GL : CB-Scrnb/Shrub-4
View: Looking southwest
Existing . ediment
product.ion; Med
Potential sediment
productio n; High
·isting veg. cover: 90%
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Picture 2 Image of Mission 316 West to Show Vegetation for GLU The second step was to classify the site specific soil types into the seven listed GLU categories.

This was done by determining the local geology. The specific geologic map used in the stage is the GEOLOGIC MAP OF THE OCEANSIDE 30'X60' QUADRANGLE, CALIFORNIA, California Geological Survey, Regional Geologic Map No. 2, 1:100,000 scale, Compiled by: Michael P.

Kennedy and Siang S. Tan, 2002. This map can be found at:
http://www.quake.ca.gov/gmaps/RGM/oceanside/oceanside.html# The project site is then located on the geologic map and found to be within the Kt geologic unit.

From Table H.1-1 of the BMP Design Manual, map unit Kt is Geologic Grouping of CB. See Figure 1 Below.

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Figure 1
Since the geology is now identified as a Kt we can go back to the 2016 February Model BMP Design Manual to Table H.1-1 which is seen below in Figure 2. /?LJ. State of California
V.Gbv Department of Conservation
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Figure 2 Table H.1-1: Geologic Grouping for Different Map Units

The third step in the analysis was to review slopes of the project site for comparison to the potential GLU’s. Using Table 6-1 as a guide, the site was divided into two groups; slopes that are less than 40%, and slopes that are greater than 40%. The slopes that are greater than 40% are represented in cyan as can be seen on the following page.

-· , ... ~
~~ ,'.:.\ ~ ·:.=. .• . ..=:_,,·.;,. .. ;;;;.· ~-~ t.:. ;2.. ;;.;:
•1.K"1--•l 1••, --·-· l ■ I[ ,1 tw1 ril'iTil Pil:ffli! ~ 11 ■■■ ,~n• ,.,:1 1 V I . 1[1filn nTfTI/, • .. •
, ... ~-' ,:-· ..... ,;-~.·.·.•.•·'.·: ,:,,: .. . •· ~•.:,. ._.:.-, .::.. ....;:·."' .-,~·' 1:• ,,, \ \ 'c.ffl' ■ ml ·,r.n I 1..,.-!ril ■ 111 ~1 l H l '• 'I•" ,_..,_ .Jn r.: lnmD!W.l!~ · ·~ •. ...

U"QSf111,1111 II ■
Kjv El Cajon O' 60' Co.1r e Bedrock lmpem1e11ble B
Klb El Cajon 30' x 60' Coarse Bedrock lmpcrrneablc G l
K.lllt Occan:;;.ide 30' x 60' Coa~ Bed.rock ln1p1;nnc-abl~ CB .Ip El Cajon 3 0' x 60' Coarse Bedroc k hn.permeable , 'B Km Ocean ide 30' 60' Coa. e Bedrock lmpermeBble CB
Krn.g Oceanside '"'O' 60' Coarse B drock lmpermc.iblc CB Kmgp I aj~n o· x 60' oarse Bedrock lmperme.able CB
Km.m Oce.ansidc 30' x 60' Coarse Bed.rock I mpetmeable CB Kpa. Oceanside JO' 1C 60' Coarse .Bedrock Imp ermeab le CB Kpv El Cajon s0' 60' Coa ,.e Bedrock Impermeable B
Kqbd Oce.ainside • O' x O'' Coar e Bedrock lmpi::.rmeable B Kr Oce.a.11side 30' x ,60' Coa:rse Bedrock Impermeab le CB Knn Oceam,ide O' , 601 Cgarse BcdrtlC: Impermeab le 'B
Krr Oceanside 30' x 6-0' Coa. e Bedrock Imperm able CB
Kt Sao Di.ego & Oceanside Coarse Bedrock Impermeab le CB J0'x 60' -. - - . . -- . -. - - . .. -
> 40% SLOPE AREA
63300 SOUTHERN RIPARIAN SCRUB
32500 DIEGAN COASTAL SAGE SCRUB
11300 DISTURBED HABITAT
~
~ ~ ~ ~ l;)'i
\,C) ~
~
~
~
~
~
~
~ ~
~
~
ODD
~
' --- \; 01 \ 1
~ I I
~ 11
\ Ii
• '-A
I b I,,,
I t'I I
1 o II
; t
t
I { !
/ ~ I
( ,,
) <!J
I
-----:3Z/S 107d lYNl!J/t/0 IYY 11,:01 lllOVL/11 .iMP7/f/!f/Xa o.(s:x; JN3.JH3d O.vldlYCWSI 1.11.101sld!Jdl 1ua.un:;l.il(l.1aal(l.iu3IL90LIILI I 0 Excel Engineering

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As presented in Table H.6-3, the matching GLU’s has the potential to supply critical coarse sediments. This area will now be the focus of further verification efforts.

In observing the GLU exhibit, it is readily apparent that there is only one area (28,104 sf) of PCCSYA inside the WMAA Mapping area.

Note that category-1 is not listed on the table above, therefore potential critical coarse sediment for area 1 is not relevant for critical coarse sediment assessment. However, Area 2 does show potential coarse sediment and further analysis needs to be taken.

Table H.6-3: Potential Critical Coarse Sedim ent Yield Areas (!lJBl' - - J:m]---, ..... ,
~-
111"1':Tj]~
CB-Agricultural / Grass -3 Coarse Bedrock Agricultural/ Grass 20%- 40% CB-Agricultural/Grass-4 Coarse Bedrock Agricultural/ Grass >40% CB-Forest -2 Coarse Bedrock Forest 10 - 20%
CB-Forest-3 Coarse Bedrock Forest 20%- 40%
CB-Forest-4 Coarse Bedrock Forest >40 %
CB-Scrub / Shrub-4 Coarse Bedrock Scrub / Shrub >40 %
CB-Unknown -4 Coarse Bedrock Unknown >40%
CSI-Agricultural/ Grass-2 Coarse Seclimentary Impermeable Agricultural/ Grass 10 - 20% CSI-Agricultural/Grass-3 Coarse Seclimentary Impermeable Agricultural/ Grass 20% - 40% CSI-Agricultural/ Grass -4 Coarse Sedimentar y Impermeable Agricultural/ Grass > 40% CSP-Agricultural/Grass-4 Coarse Sedimentary Permeable Agricultural/ Grass >40% CSP-Forest-3 Coarse Seclimentary Permeable Forest 20%- 40% CSP-Forest-4 Coarse Seclimentary Permeab le Forest >40 % CSP-Scrub / Shrub -4 Coarse Sedimentary Permeable Scrub / Shrub >40% Excel Engineering

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STEP 3-Determine Relative Sediment Production of the Local Site Area If identified GLU’s are not large enough or steep enough to produce a significant amount of CCS they can be made exempt from avoidance. In order for a specific GLU to be considered valid it must rate as having a High Relative Sediment Production (RSP) rating. To conduct a Quantitative Analysis of identified GLU’s use the following steps from the Carlsbad Watershed Management Area – Water Quality Improvement Plan, Section A.4.2.

Image 1 Taken from June 30, 2016 Carlsbad Watershed Management Area (Water Quality Improvement Plan)-Carlsbad Watershed Management Area Analysis-Section 2.42 Methodology/ Assumptions/ Criteria for identifying potential critical coarse sediment yield areas

GIS Analysis
/ Geolog'i (G)- 7 Cline.

CB Coar5e 8ed
CSI Ccal"5l! Sed mentary tmpermeaiie
CSP Coarse SedimentaiyPermeable
FB F1ne8edrod:.

FSI Firie Sed11Tle1'1 lmperni,eatle
F SP F me Sed mentary Pemieable
o OOier
Land Cover(L)-6 Cl1ne1
AgnOJ ra 'Grass
Oe\'eloj>ed Geomorph~ L1nd11C1pe Unb
Fores1
Sctub/Stl
---'31\i ._ __
Olh~r lwaler, !>me roc;l() I
Unllnown ____./
SIOJH!(S)-4 Cluses
1 0-10%
2 10%-20%
3 20%-40%
4 >4~
Fun~co 10, I., S)
1Rel1tlvo Sediment
Production (RSP)
{LO'K Medium. HJQhl
Cln1nbb!l!i!!Analpls
(RUSlE)
F1eld~I
I
Critical Coarte
Slldiment
G = CB or CSI 0t CSP
D
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This is accomplished by using the RUSLE (RUSLE; Renard et al. 1997) Equation in Appendix D – Watershed Management Area Analysis Section A.4.2 Quantitative Analysis.

A= R X K X LS X C X P
Where
A = estimated average soil loss in tons/acre/year
R = rainfall-runoff erosivity factor
K = soil erodibility factor
LS = slope length and steepness factor
C = cover-management factor
P = support practice factor; assumed 1 for this analysis Regional datasets used to determine the inputs required to estimate the soil loss from each GLU are listed in table below:
https://www.waterboards.ca.gov/water_issues/programs/stormwater/docs/constpermits/gui dance/k_factor_map.pdf
https://www.waterboards.ca.gov/water_issues/programs/stormwater/docs/constpermits/gui dance/ls_factor_map.pdf
https://www.epa.gov/npdes/rainfall-erosivity-factor-calculator-small-construction-sites

Image 2 Taken from June 30, 2016 Carlsbad Watershed Management Area (Water Quality Improvement Plan)-Carlsbad Watershed Management Area Analysis-Section A.4.2 Quantitative Analysis

The foUowing criterion wa developed rn ing th suggestions list,ed abov and then used to as ign r lativ dim nt production rating to ach GL :
• Lo\v: Soil Lo < 5.6 tons/acre/year [GLUs that have. oil lo of Oto 5.6 tons/acre/year produce around 10% of the total coarse ediment soiJ oss from the study area] •· Medium : 5.6 tons/acre/year < Soil Lo < 8.4 tons/acre/year •· High: > 8.4 tons/acre/year [GLU that ha e a soi] los greate:r than 8.4 ton acr 0 year produce around 42% of the total coarse sediment soil o.s from the. mdy area Excel Engineering

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The results ended giving

Figure provided from Google Earth with an overlay for RUSLE from SAN GIS R = 43.2

Figure provided from Google Earth with an overlay for RUSLE from SAN GIS K = 0.43

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Figure provided from Google Earth with an overlay for RUSLE from SAN GIS LS = 1.05
C factor will be placed as 0.14 to be conservative; this is the highest value in Table A.4.2 Located in the Carlsbad Watershed Management Area – Water Quality Improvement Plan.

P is set as 1 per analysis direction
To recap
R = 43.2
K = 0.43
Ls = 1.05
C = 0.14
P = 1
Therefore A = 43.2 X 0.43 X 1.05 X 0.14 X 1
A = 2.73 tons/acre/year
By comparing this value to the soil loss criteria in Section A.4.2 the resultant annual soil loss for this specific region is considered LOW. For qualification of the area to be a Critical Coarse Sediment Yield Area per the Carlsbad WMAA (Image 1 from Page 14 the area must have a GLU

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of CB, CSI, or CSP AND a High RSP. Due to the project sediment production being Low this indicates that the overall region does not produce enough overall soil loss to be considered a source of Critical Coarse Sediment.

Conclusions
Based on the findings of this report, the Mission 316 West project does not have a source of Coarse Sediment that would require avoidance or mitigation. The GLU analysis has verified that the site has limited areas with the potential to contribute coarse sediment. However the continuing analysis shows that the local area in which the site is situated does not produce enough annual soil loss (RSP) for any on site GLU to be considered a source of Coarse Critical Sediment. This is based on evaluation of the ground cover, underlying geology and the average slope of the local site area. Also the specific GLU areas evaluated do not meet the geographical requirements of a coarse critical sediment yield area. These findings are based on The RUSLE Equation indicates that the overall local site annual soil loss is LOW, which means the area does not produce sediment to be considered “Critical” in the overall than the generally established criteria for a Critical Coarse Sediment Yield Area (CCSYA) and So even though there is coarse sediment onsite, this sediment is not established as “Critical Coarse Sediment” and warrants no protection or further action.

If there are questions or concerns as related to this report, please contact Excel Engineering.

References
1) San Diego Region BMP Design Manual Chapter 6, February 2016 2) San Diego Region BMP Design Manual, Appendix H, February 2016 3) GEOLOGIC MAP OF THE OCEANSIDE 30'X60' QUADRANGLE, CALIFORNIA, California Geological Survey, Regional Geologic Map No. 2, 1:100,000 scale, Compiled by: Michael P.

Kennedy and Siang S. Tan, 2002.
http://www.quake.ca.gov/gmaps/RGM/oceanside/oceanside.html#

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End of Report

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Appendix A

Carlsbad Watershed Management Area
Water Quality Improvement Plan
San Diego Regional Water Quality Control Board
Order R9-2013-0001
June 30, 2016
Prepared and Submitted by the
Carlsbad Watershed Management Area Responsible Agencies City of Carlsbad
City of Encinitas
City of Escondido
City of Oceanside
City of San Marcos
City of Solana Beach
City of Vista
County of San Diego
December 12, 2016

CARLSBAD WATERSHED MANAGEMENT AREA, WATER QUALITY IMPROVEMENT PLAN

PROVISION B SUBMITTAL, STATEMENT OF CERTIFICATION
I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted . Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true , accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations . . ~
Matthew Little Date
Deputy City Manager
I Civic Center Drive I San Marcos, CA 92069-2918 I (760)7 44- 1050 I (760) 591-4135 Fax I www.san-marcos.net Prepared for:

San Diego County Copermittees
Prepared by:

September 8, 2014
Carlsbad
Watershed Management Area Analysis
Lake Henshaw
Geosyntec D
con ultants RICK
Attachment 2D:

Flow Control Facility Design
1 [TITLE]
2 ;;Project Title/Notes
3 4 [OPTIONS]
5 ;;Option Value
6 FLOW_UNITS CFS
7 INFILTRATION GREEN_AMPT
8 FLOW_ROUTING KINWAVE
9 LINK_OFFSETS DEPTH
10 MIN_SLOPE 0
11 ALLOW_PONDING NO
12 SKIP_STEADY_STATE NO
13 14 START_DATE 09/24/1964
15 START_TIME 00:00:00
16 REPORT_START_DATE 09/24/1964
17 REPORT_START_TIME 00:00:00
18 END_DATE 05/23/2008
19 END_TIME 06:00:00
20 SWEEP_START 01/01
21 SWEEP_END 12/31
22 DRY_DAYS 0
23 REPORT_STEP 00:15:00
24 WET_STEP 00:15:00
25 DRY_STEP 24:00:00
26 ROUTING_STEP 0:00:15
27 RULE_STEP 01:00:00
28 29 INERTIAL_DAMPING PARTIAL
30 NORMAL_FLOW_LIMITED BOTH
31 FORCE_MAIN_EQUATION H-W
32 VARIABLE_STEP 0.75
33 LENGTHENING_STEP 0
34 MIN_SURFAREA 12.566
35 MAX_TRIALS 8
36 HEAD_TOLERANCE 0.005
37 SYS_FLOW_TOL 5
38 LAT_FLOW_TOL 5
39 MINIMUM_STEP 0.5
40 THREADS 1
41 42 [EVAPORATION]
43 ;;Data Source Parameters
44 ;;-------------- ----------------
45 MONTHLY 0.06 0.08 0.11 0.16 0.18 0.21 0.21 0.2 0.16 0.12 0.08 0.06 46 DRY_ONLY NO
47 48 [RAINGAGES]
49 ;;Name Format Interval SCF Source 50 ;;-------------- --------- ------ ------ ---------- 51 Escondido INTENSITY 1:00 1.0 TIMESERIES Escondido 52 22027-Woodward-Pre Development Hydromodification.inp 53 [SUBCATCHMENTS]
54 ;;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack 55 ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- ---------------- 56 dma-1 Escondido poc-1 3.7409 0 415 25.5 0 57 dma-2 Escondido poc-1 2.7233 0 602 22 0 58 59 [SUBAREAS]
60 ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted 61 ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 62 dma-1 0.012 0.038 0.05 0.1 25 OUTLET 63 dma-2 0.012 0.038 0.05 0.1 25 OUTLET 64 65 [INFILTRATION]
66 ;;Subcatchment Param1 Param2 Param3 Param4 Param5 67 ;;-------------- ---------- ---------- ---------- ---------- ---------- 68 dma-1 9 0.025 0.33
69 dma-2 9 0.025 0.33
70 71 [OUTFALLS]
72 ;;Name Elevation Type Stage Data Gated Route To 73 ;;-------------- ---------- ---------- ---------------- -------- ---------------- 74 poc-1 0 FREE NO 75 76 [TIMESERIES]
77 ;;Name Date Time Value
78 ;;-------------- ---------- ---------- ----------
79 Escondido FILE "R:\_Storm\HydMOD\Rain gauge Data\Escondido\Escondido.prn" 80 81 [REPORT]
82 ;;Reporting Options
83 SUBCATCHMENTS ALL
84 NODES ALL
85 LINKS ALL
86 87 [TAGS]
88 89 [MAP]
90 DIMENSIONS -2500.000 0.000 12500.000 10000.000
91 Units None
92 93 [COORDINATES]
94 ;;Node X-Coord Y-Coord
95 ;;-------------- ------------------ ------------------ 96 poc-1 7467.917 3672.261
97 98 [VERTICES]
99 ;;Link X-Coord Y-Coord
100 ;;-------------- ------------------ ------------------ 101
102 [Polygons]
103 ;;Subcatchment X-Coord Y-Coord
104 ;;-------------- ------------------ ------------------ 105 dma-1 3884.501 5083.909
106 dma-2 5493.583 6140.178
107
108 [SYMBOLS]
109 ;;Gage X-Coord Y-Coord
110 ;;-------------- ------------------ ------------------ 111 Escondido 1811.451 7907.206
112
113
114 [BACKDROP]
115 FILE "V:\22\22027\Engineering\TM\Storm\Working Files\Hydmod\22027 PRE HYDMOD.jpg" 116 DIMENSIONS -2500.000 0.000 12500.000 10000.000
117
1 2 EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.015) 3 -------------------------------------------------------------- 4 5
6 ********************************************************* 7 NOTE: The summary statistics displayed in this report are 8 based on results found at every computational time step, 9 not just on results from each reporting time step. 10 ********************************************************* 11 12 ****************
13 Analysis Options
14 ****************
15 Flow Units ............... CFS
16 Process Models:
17 Rainfall/Runoff ........ YES
18 RDII ................... NO
19 Snowmelt ............... NO
20 Groundwater ............ NO
21 Flow Routing ........... NO
22 Water Quality .......... NO
23 Infiltration Method ...... GREEN_AMPT
24 Starting Date ............ 09/24/1964 00:00:00
25 Ending Date .............. 05/23/2008 06:00:00
26 Antecedent Dry Days ...... 0.0
27 Report Time Step ......... 00:15:00
28 Wet Time Step ............ 00:15:00
29 Dry Time Step ............ 00:00:00
30 31
32 ************************** Volume Depth 33 Runoff Quantity Continuity acre-feet inches 34 ************************** --------- ------- 35 Total Precipitation ...... 329.114 610.960 36 Evaporation Loss ......... 21.781 40.433 37 Infiltration Loss ........ 246.715 457.997 38 Surface Runoff ........... 77.590 144.037 39 Final Storage ............ 0.000 0.000 40 Continuity Error (%) ..... -5.157
41 42
43 ************************** Volume Volume 44 Flow Routing Continuity acre-feet 10^6 gal 45 ************************** --------- --------- 46 Dry Weather Inflow ....... 0.000 0.000 47 Wet Weather Inflow ....... 77.590 25.284 48 Groundwater Inflow ....... 0.000 0.000 49 RDII Inflow .............. 0.000 0.000 50 External Inflow .......... 0.000 0.000 51 External Outflow ......... 77.590 25.284 52 Flooding Loss ............ 0.000 0.000 22027-Woodward-Pre Development Hydromodification.rpt
53 Evaporation Loss ......... 0.000 0.000 54 Exfiltration Loss ........ 0.000 0.000 55 Initial Stored Volume .... 0.000 0.000 56 Final Stored Volume ...... 0.000 0.000 57 Continuity Error (%) ..... 0.000
58 59
60 ***************************
61 Subcatchment Runoff Summary
62 ***************************
63 64
--------------------------------------------------------------------------------------------------------------------- ---------
65 Total Total Total Total Imperv Perv Total Total Peak Runoff
66 Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff
67 Subcatchment in in in in in in in 10^6 gal CFS
68 --------------------------------------------------------------------------------------------------------------------- ---------
69 dma-1 610.96 0.00 40.58 458.81 0.00 142.72 142.72 14.50

3.05 0.234
70 dma-2 610.96 0.00 40.23 456.88 0.00 145.85 145.85 10.79

2.22 0.239
71 72
73 Analysis begun on: Fri Feb 10 15:33:06 2023
74 Analysis ended on: Fri Feb 10 15:34:43 2023
75 Total elapsed time: 00:01:37
1 [TITLE]
2 ;;Project Title/Notes
3 4 [OPTIONS]
5 ;;Option Value
6 FLOW_UNITS CFS
7 INFILTRATION GREEN_AMPT
8 FLOW_ROUTING KINWAVE
9 LINK_OFFSETS DEPTH
10 MIN_SLOPE 0
11 ALLOW_PONDING NO
12 SKIP_STEADY_STATE NO
13 14 START_DATE 09/24/1964
15 START_TIME 00:00:00
16 REPORT_START_DATE 09/24/1964
17 REPORT_START_TIME 00:00:00
18 END_DATE 05/23/2008
19 END_TIME 06:00:00
20 SWEEP_START 01/01
21 SWEEP_END 12/31
22 DRY_DAYS 0
23 REPORT_STEP 00:15:00
24 WET_STEP 00:15:00
25 DRY_STEP 24:00:00
26 ROUTING_STEP 0:00:15
27 RULE_STEP 01:00:00
28 29 INERTIAL_DAMPING PARTIAL
30 NORMAL_FLOW_LIMITED BOTH
31 FORCE_MAIN_EQUATION H-W
32 VARIABLE_STEP 0.75
33 LENGTHENING_STEP 0
34 MIN_SURFAREA 12.566
35 MAX_TRIALS 8
36 HEAD_TOLERANCE 0.005
37 SYS_FLOW_TOL 5
38 LAT_FLOW_TOL 5
39 MINIMUM_STEP 0.5
40 THREADS 1
41 42 [EVAPORATION]
43 ;;Data Source Parameters
44 ;;-------------- ----------------
45 MONTHLY 0.06 0.08 0.11 0.16 0.18 0.21 0.21 0.2 0.16 0.12 0.08 0.06 46 DRY_ONLY NO
47 48 [RAINGAGES]
49 ;;Name Format Interval SCF Source 50 ;;-------------- --------- ------ ------ ---------- 51 Escondido INTENSITY 1:00 1.0 TIMESERIES Escondido 52 22027-Woodward-Post Development Hydromodification.inp 53 [SUBCATCHMENTS]
54 ;;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack 55 ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- ---------------- 56 dma-1 Escondido Sto-1 1.0560 100 95 1.1 0 57 dma-2 Escondido bmp-a 1.5889 88 122 0.8 0 58 dma-3 Escondido poc-1 0.1541 0 87 12 0 59 dma-21 Escondido poc-1 0.1487 20 40 16.35 0 60 dma-5 Escondido poc-1 0.1943 0 72 16.4 0 61 dma-6 Escondido poc-1 0.4550 0 40 1.3 0 62 dma-7 Escondido poc-1 0.9452 0 454 28.5 0 63 dma-8 Escondido poc-1 0.6285 0 181 30 0 64 bmp-a Escondido Sto-BMP-A 0.083 0 71 0 0 65 bmp-b Escondido poc-1 0.0508 0 9 0 0 66 dma-15 Escondido poc-1 0.2461 0 182 10.3 0 67 dma-16 Escondido poc-1 0.0927 0 90 2.2 0 68 dma-19 Escondido poc-1 0.1651 0 120 15 0 69 dma-20 Escondido poc-1 0.2509 0 46 17 0 70 dma-4 Escondido bmp-b 0.3703 100 32 18.1 0 71 72 [SUBAREAS]
73 ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted 74 ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- 75 dma-1 0.012 0.05 0.05 0.1 25 OUTLET 76 dma-2 0.012 0.05 0.05 0.1 25 OUTLET 77 dma-3 0.012 0.12 0.05 0.1 25 OUTLET 78 dma-21 0.012 0.12 0.05 0.1 25 OUTLET 79 dma-5 0.012 0.12 0.05 0.1 25 OUTLET 80 dma-6 0.012 0.12 0.05 0.1 25 OUTLET 81 dma-7 0.012 0.038 0.05 0.1 25 OUTLET 82 dma-8 0.012 0.038 0.05 0.1 25 OUTLET 83 bmp-a 0.012 0.12 0.05 0.1 25 OUTLET 84 bmp-b 0.012 0.12 0.05 0.1 25 OUTLET 85 dma-15 0.012 0.12 0.05 0.1 25 OUTLET 86 dma-16 0.012 0.12 0.05 0.1 25 OUTLET 87 dma-19 0.012 0.12 0.05 0.1 25 OUTLET 88 dma-20 0.012 0.038 0.05 0.1 25 OUTLET 89 dma-4 0.012 0.05 0.05 0.1 25 OUTLET 90 91 [INFILTRATION]
92 ;;Subcatchment Param1 Param2 Param3 Param4 Param5 93 ;;-------------- ---------- ---------- ---------- ---------- ---------- 94 dma-1 9 0.01875 0.33
95 dma-2 9 0.01875 0.33
96 dma-3 9 0.01875 0.33
97 dma-21 9 0.01875 0.33
98 dma-5 6 0.075 0.32
99 dma-6 6 0.075 0.32
100 dma-7 9 0.025 0.33
101 dma-8 9 0.025 0.33
102 bmp-a 9 0.01875 0.33
103 bmp-b 9 0.01875 0.33
104 dma-15 6 0.075 0.32
105 dma-16 6 0.075 0.32
106 dma-19 9 0.01875 0.33
107 dma-20 9 0.025 0.33
108 dma-4 9 0.01875 0.33
109
110 [LID_CONTROLS]
111 ;;Name Type/Layer Parameters
112 ;;-------------- ---------- ----------
113 bmp-a BC
114 bmp-a SURFACE 6 0.0 0.1 1.0 5 115 bmp-a SOIL 21 0.4 0.2 0.1 5 5 1.5 116 bmp-a STORAGE 12 0.67 0 0 117 bmp-a DRAIN 0.362333696778649 0.5 3 6 0 0 118
119 bmp-b BC
120 bmp-b SURFACE 6 0.0 0.1 1.0 5 121 bmp-b SOIL 21 0.4 0.2 0.1 5 5 1.5 122 bmp-b STORAGE 12 0.67 0 0 123 bmp-b DRAIN 0.0370029618529353 0.5 6 6 0 0 124
125 [LID_USAGE]
126 ;;Subcatchment LID Process Number Area Width InitSat FromImp ToPerv RptFile DrainTo FromPerv
127 ;;-------------- ---------------- ------- ---------- ---------- ---------- ---------- ---------- ------------------------ ---------------- ----------
128 bmp-a bmp-a 1 1875 0 0 0 0 * Poc-1 0
129 bmp-b bmp-b 1 2212.85 0 0 0 0 * * 0
130
131 [OUTFALLS]
132 ;;Name Elevation Type Stage Data Gated Route To 133 ;;-------------- ---------- ---------- ---------------- -------- ---------------- 134 poc-1 0 FREE NO 135 dischargepoint 0 FREE NO bmp-a 136
137 [STORAGE]
138 ;;Name Elev. MaxDepth InitDepth Shape Curve Name/Params N/A Fevap Psi Ksat IMD
139 ;;-------------- -------- ---------- ----------- ---------- ---------------------------- -------- -------- -------- --------
140 sto-1 703.96 4 0 TABULAR sto-1 0 0 141 Sto-BMP-A 0 3.58 0 TABULAR BMP-A 0 1 142
143 [OUTLETS]
144 ;;Name From Node To Node Offset Type QTable/Qcoeff Qexpon Gated 145 ;;-------------- ---------------- ---------------- ---------- --------------- ---------------- ---------- -------- 146 4 sto-1 dischargepoint 0 TABULAR/HEAD Pipe-Det-to-bmp-A NO 147 5 Sto-BMP-A poc-1 0 TABULAR/HEAD BMP-A-Discharge NO 148
149 [CURVES]
150 ;;Name Type X-Value Y-Value
151 ;;-------------- ---------- ---------- ---------- 152 BMP-A-Discharge Rating 0.000000 0.000000
153 BMP-A-Discharge 0.041667 0.035155
154 BMP-A-Discharge 0.083333 0.099433
155 BMP-A-Discharge 0.125000 0.182669
156 BMP-A-Discharge 0.166667 0.281238
157 BMP-A-Discharge 0.208333 0.393042
158 BMP-A-Discharge 0.250000 0.516667
159 BMP-A-Discharge 0.291667 0.651074
160 BMP-A-Discharge 0.333333 0.795460
161 BMP-A-Discharge 0.375000 0.949177
162 BMP-A-Discharge 0.416667 1.087828
163 BMP-A-Discharge 0.458333 1.174989
164 BMP-A-Discharge 0.500000 1.256116
165 BMP-A-Discharge 0.541667 1.332312
166 BMP-A-Discharge 0.583333 1.404380
167 BMP-A-Discharge 0.625000 1.472926
168 BMP-A-Discharge 0.666667 1.538421
169 BMP-A-Discharge 0.708333 1.601240
170 BMP-A-Discharge 0.750000 1.661685
171 BMP-A-Discharge 0.791667 1.720007
172 BMP-A-Discharge 0.833333 1.776416
173 BMP-A-Discharge 0.875000 1.831087
174 BMP-A-Discharge 0.916667 1.884173
175 BMP-A-Discharge 0.958333 1.935804
176 BMP-A-Discharge 1.000000 1.986093
177 BMP-A-Discharge 1.041667 2.035140
178 BMP-A-Discharge 1.083333 2.083032
179 BMP-A-Discharge 1.125000 2.129848
180 BMP-A-Discharge 1.166667 2.175656
181 BMP-A-Discharge 1.208333 2.220520
182 BMP-A-Discharge 1.250000 2.264495
183 BMP-A-Discharge 1.291667 2.307632
184 BMP-A-Discharge 1.333333 2.349977
185 BMP-A-Discharge 1.375000 2.391573
186 BMP-A-Discharge 1.416667 2.432457
187 BMP-A-Discharge 1.458333 2.472666
188 BMP-A-Discharge 1.500000 2.512231
189 BMP-A-Discharge 1.541667 2.551183
190 BMP-A-Discharge 1.583333 2.589549
191 BMP-A-Discharge 1.625000 2.627354
192 BMP-A-Discharge 1.666667 3.663858
193 BMP-A-Discharge 1.708333 4.114509
194 BMP-A-Discharge 1.750000 4.468364
195 BMP-A-Discharge 1.791667 4.771896
196 BMP-A-Discharge 1.833333 5.043115
197 BMP-A-Discharge 2.083333 5.246414
198 BMP-A-Discharge 2.125000 5.492236
199 BMP-A-Discharge 2.166667 5.720567
200 BMP-A-Discharge 2.208333 5.934988
201 BMP-A-Discharge 2.250000 6.137991
202 BMP-A-Discharge 2.291667 6.753248
203 BMP-A-Discharge 2.333333 7.709753
204 BMP-A-Discharge 2.375000 8.886604
205 BMP-A-Discharge 2.416667 10.241126
206 BMP-A-Discharge 2.458333 11.748854
207 BMP-A-Discharge 2.500000 13.393386
208 BMP-A-Discharge 2.541667 15.162740
209 BMP-A-Discharge 2.583333 17.047666
210 BMP-A-Discharge 2.625000 19.040745
211 BMP-A-Discharge 2.666667 21.135850
212 BMP-A-Discharge 2.708333 23.327812
213 BMP-A-Discharge 2.750000 25.612191
214 BMP-A-Discharge 2.791667 27.985119
215 BMP-A-Discharge 2.833333 30.443187
216 BMP-A-Discharge 2.875000 32.983359
217 BMP-A-Discharge 2.916667 35.602907
218 BMP-A-Discharge 2.958333 38.299367
219 BMP-A-Discharge 3.000000 41.070491
220 BMP-A-Discharge 3.041667 43.914226
221 BMP-A-Discharge 3.083333 46.828678
222 BMP-A-Discharge 3.125000 49.812098
223 BMP-A-Discharge 3.166667 52.862865
224 BMP-A-Discharge 3.208333 55.979466
225 BMP-A-Discharge 3.250000 59.160488
226 BMP-A-Discharge 3.291667 62.404608
227 BMP-A-Discharge 3.333333 65.710582
228 BMP-A-Discharge 3.375000 69.077237
229 BMP-A-Discharge 3.416667 72.503466
230 BMP-A-Discharge 3.458333 75.988220
231 BMP-A-Discharge 3.500000 79.530507
232 ;
233 Pipe-Det-to-bmp-A Rating 0.0000000 0.0000000 234 Pipe-Det-to-bmp-A 0.0416670 0.0219720 235 Pipe-Det-to-bmp-A 0.0833330 0.0621450 236 Pipe-Det-to-bmp-A 0.1250000 0.1141700 237 Pipe-Det-to-bmp-A 0.1666700 0.1757700 238 Pipe-Det-to-bmp-A 0.2083300 0.2456500 239 Pipe-Det-to-bmp-A 0.2500000 0.3229200 240 Pipe-Det-to-bmp-A 0.2916700 0.4069200 241 Pipe-Det-to-bmp-A 0.3333300 0.4971600 242 Pipe-Det-to-bmp-A 0.3750000 0.5932400 243 Pipe-Det-to-bmp-A 0.4166700 0.6948100 244 Pipe-Det-to-bmp-A 0.4583300 0.8015900 245 Pipe-Det-to-bmp-A 0.5000000 0.9133500 246 Pipe-Det-to-bmp-A 0.5833300 1.1509000 247 Pipe-Det-to-bmp-A 0.6250000 1.2764000 248 Pipe-Det-to-bmp-A 0.6666700 1.4062001 249 Pipe-Det-to-bmp-A 0.7083300 1.5401000 250 Pipe-Det-to-bmp-A 0.7500000 1.6779000 251 Pipe-Det-to-bmp-A 0.7916700 1.8197000 252 Pipe-Det-to-bmp-A 0.8333300 1.9651999 253 Pipe-Det-to-bmp-A 0.8750000 2.1143999 254 Pipe-Det-to-bmp-A 0.9166700 2.2672000 255 Pipe-Det-to-bmp-A 0.9583300 2.4236000 256 Pipe-Det-to-bmp-A 1.0000000 2.5833001 257 Pipe-Det-to-bmp-A 1.0417000 2.7465000 258 Pipe-Det-to-bmp-A 1.0833000 2.9129000 259 Pipe-Det-to-bmp-A 1.1250000 3.0825000 260 Pipe-Det-to-bmp-A 1.1667000 3.2553999 261 Pipe-Det-to-bmp-A 1.2083000 3.4312999 262 Pipe-Det-to-bmp-A 1.2500000 3.5328000 263 Pipe-Det-to-bmp-A 1.2917000 3.6296000 264 Pipe-Det-to-bmp-A 1.3333000 3.7239001 265 Pipe-Det-to-bmp-A 1.3750000 3.8159001 266 Pipe-Det-to-bmp-A 1.4167000 3.9057000 267 Pipe-Det-to-bmp-A 1.4583000 3.9935000 268 Pipe-Det-to-bmp-A 1.5000000 4.0794001 269 Pipe-Det-to-bmp-A 1.5417000 4.1634998 270 Pipe-Det-to-bmp-A 1.5833000 4.2459002 271 Pipe-Det-to-bmp-A 1.6250000 4.3267999 272 Pipe-Det-to-bmp-A 1.6667000 4.4061999 273 Pipe-Det-to-bmp-A 1.7083000 4.4842000 274 Pipe-Det-to-bmp-A 1.7500000 4.5609002 275 Pipe-Det-to-bmp-A 1.7917000 4.6362000 276 Pipe-Det-to-bmp-A 1.8333000 4.7104001 277 Pipe-Det-to-bmp-A 1.8750000 4.7835002 278 Pipe-Det-to-bmp-A 1.9167000 4.8554001 279 Pipe-Det-to-bmp-A 1.9583000 4.9263000 280 Pipe-Det-to-bmp-A 2.0000000 4.9962001 281 Pipe-Det-to-bmp-A 2.0416999 5.0651002 282 Pipe-Det-to-bmp-A 2.0833001 5.1331000 283 Pipe-Det-to-bmp-A 2.1250000 5.2002001 284 Pipe-Det-to-bmp-A 2.1666999 5.2663999 285 Pipe-Det-to-bmp-A 2.2083001 5.3318000 286 Pipe-Det-to-bmp-A 2.2500000 5.3965001 287 Pipe-Det-to-bmp-A 2.2916999 5.4603000 288 Pipe-Det-to-bmp-A 2.3333001 5.5235000 289 Pipe-Det-to-bmp-A 2.3750000 5.5858998 290 Pipe-Det-to-bmp-A 2.4166999 5.6476002 291 Pipe-Det-to-bmp-A 2.4583001 5.7087002 292 Pipe-Det-to-bmp-A 2.5000000 5.7691002 293 Pipe-Det-to-bmp-A 2.5416999 6.1452999 294 Pipe-Det-to-bmp-A 2.5833001 6.7828999 295 Pipe-Det-to-bmp-A 2.6250000 7.5907001 296 Pipe-Det-to-bmp-A 2.6666999 8.5358000 297 Pipe-Det-to-bmp-A 2.7083001 9.5994997 298 Pipe-Det-to-bmp-A 2.7500000 10.7690001 299 Pipe-Det-to-bmp-A 2.7916999 12.0349998 300 Pipe-Det-to-bmp-A 2.8333001 13.3900003 301 Pipe-Det-to-bmp-A 2.8750000 14.8290005 302 Pipe-Det-to-bmp-A 2.9166999 16.3470001 303 Pipe-Det-to-bmp-A 2.9583001 17.9389992 304 Pipe-Det-to-bmp-A 3.0000000 19.6019993 305 Pipe-Det-to-bmp-A 3.0416999 21.3339996 306 Pipe-Det-to-bmp-A 3.0833001 23.1299992 307 Pipe-Det-to-bmp-A 3.1250000 24.9899998 308 Pipe-Det-to-bmp-A 3.1666999 26.9109993 309 Pipe-Det-to-bmp-A 3.2083001 28.8899994 310 Pipe-Det-to-bmp-A 3.2500000 30.9270000 311 Pipe-Det-to-bmp-A 3.2916999 33.0190010 312 Pipe-Det-to-bmp-A 3.3333001 35.1660004 313 Pipe-Det-to-bmp-A 3.3750000 37.3650017 314 Pipe-Det-to-bmp-A 3.4166999 39.6150017 315 Pipe-Det-to-bmp-A 3.4583001 41.9160004 316 Pipe-Det-to-bmp-A 3.5000000 44.2659988 317 Pipe-Det-to-bmp-A 3.5416999 46.6640015 318 Pipe-Det-to-bmp-A 3.5833001 49.1090012 319 Pipe-Det-to-bmp-A 3.6250000 51.5999985 320 Pipe-Det-to-bmp-A 3.6666999 54.1370010 321 Pipe-Det-to-bmp-A 3.7083001 56.7179985 322 Pipe-Det-to-bmp-A 3.7500000 59.3429985 323 Pipe-Det-to-bmp-A 3.7916999 62.0110016 324 Pipe-Det-to-bmp-A 3.8333001 64.7210007 325 Pipe-Det-to-bmp-A 3.8750000 67.4729996 326 Pipe-Det-to-bmp-A 3.9166999 70.2659988 327 Pipe-Det-to-bmp-A 3.9583001 73.0989990 328 Pipe-Det-to-bmp-A 4.0000000 75.9729996 329 Pipe-Det-to-bmp-A 4.0416999 78.8850021 330 Pipe-Det-to-bmp-A 4.0833001 81.8359985 331 Pipe-Det-to-bmp-A 4.1250000 84.8259964 332 Pipe-Det-to-bmp-A 4.1666999 87.8529968 333 Pipe-Det-to-bmp-A 4.2083001 90.9179993 334 Pipe-Det-to-bmp-A 4.2500000 94.0189972 335 Pipe-Det-to-bmp-A 4.2916999 97.1569977 336 Pipe-Det-to-bmp-A 4.3333001 100.3300018 337 Pipe-Det-to-bmp-A 4.3750000 103.5400009 338 Pipe-Det-to-bmp-A 4.4166999 106.7799988 339 Pipe-Det-to-bmp-A 4.4583001 110.0599976 340 Pipe-Det-to-bmp-A 4.5000000 113.3799973 341 Pipe-Det-to-bmp-A 4.5416999 116.7200012 342 Pipe-Det-to-bmp-A 4.5833001 120.0999985 343 Pipe-Det-to-bmp-A 4.6250000 123.5199966 344 Pipe-Det-to-bmp-A 4.6666999 126.9700012 345 Pipe-Det-to-bmp-A 4.7083001 130.4499969 346 Pipe-Det-to-bmp-A 4.7500000 133.9600067 347 Pipe-Det-to-bmp-A 4.7916999 137.5000000 348 Pipe-Det-to-bmp-A 4.8333001 141.0800018 349 Pipe-Det-to-bmp-A 4.8750000 144.6900024 350 Pipe-Det-to-bmp-A 4.9166999 148.3300018 351 Pipe-Det-to-bmp-A 4.9583001 152.0000000 352 Pipe-Det-to-bmp-A 5.0000000 155.6999969 353 Pipe-Det-to-bmp-A 5.0416999 159.4299927 354 Pipe-Det-to-bmp-A 5.0833001 163.1900024 355 Pipe-Det-to-bmp-A 5.1250000 166.9799957 356 Pipe-Det-to-bmp-A 5.1666999 170.8099976 357 Pipe-Det-to-bmp-A 5.2083001 174.6600037 358 Pipe-Det-to-bmp-A 5.2500000 178.5399933 359 Pipe-Det-to-bmp-A 5.2916999 182.4499969 360 Pipe-Det-to-bmp-A 5.3333001 186.3800049 361 Pipe-Det-to-bmp-A 5.3750000 190.3500061 362 Pipe-Det-to-bmp-A 5.4166999 194.3399963 363 Pipe-Det-to-bmp-A 5.4583001 198.3699951 364 Pipe-Det-to-bmp-A 5.5000000 202.4199982 365 Pipe-Det-to-bmp-A 5.5416999 206.5000000 366 Pipe-Det-to-bmp-A 5.5833001 210.6000061 367 Pipe-Det-to-bmp-A 5.6250000 214.7400055 368 Pipe-Det-to-bmp-A 5.6666999 218.8999939 369 Pipe-Det-to-bmp-A 5.7083001 223.0899963 370 Pipe-Det-to-bmp-A 5.7500000 227.3000031 371 Pipe-Det-to-bmp-A 5.7916999 231.5399933 372 Pipe-Det-to-bmp-A 5.8333001 235.8099976 373 Pipe-Det-to-bmp-A 5.8750000 240.1100006 374 Pipe-Det-to-bmp-A 5.9166999 244.4299927 375 Pipe-Det-to-bmp-A 5.9583001 248.7799988 376 Pipe-Det-to-bmp-A 6.0000000 253.1499939 377 Pipe-Det-to-bmp-A 6.0416999 257.5499878 378 Pipe-Det-to-bmp-A 6.0833001 261.9700012 379 Pipe-Det-to-bmp-A 6.1250000 266.4200134 380 Pipe-Det-to-bmp-A 6.1666999 270.8999939 381 Pipe-Det-to-bmp-A 6.2083001 275.3999939 382 Pipe-Det-to-bmp-A 6.2500000 279.9200134 383 Pipe-Det-to-bmp-A 6.2916999 284.4700012 384 Pipe-Det-to-bmp-A 6.3333001 289.0499878 385 Pipe-Det-to-bmp-A 6.3750000 293.6499939 386 Pipe-Det-to-bmp-A 6.4166999 298.2699890 387 Pipe-Det-to-bmp-A 6.4583001 302.9200134 388 Pipe-Det-to-bmp-A 6.5000000 307.5899963 389 Pipe-Det-to-bmp-A 6.5416999 312.2900085 390 Pipe-Det-to-bmp-A 6.5833001 317.0100098 391 Pipe-Det-to-bmp-A 6.6250000 321.7500000 392 Pipe-Det-to-bmp-A 6.6666999 326.5199890 393 Pipe-Det-to-bmp-A 6.7083001 331.3099976 394 Pipe-Det-to-bmp-A 6.7500000 336.1300049 395 Pipe-Det-to-bmp-A 6.7916999 340.9700012 396 Pipe-Det-to-bmp-A 6.8333001 345.8299866 397 Pipe-Det-to-bmp-A 6.8750000 350.7200012 398 Pipe-Det-to-bmp-A 6.9166999 355.6199951 399 Pipe-Det-to-bmp-A 6.9583001 360.5599976 400 Pipe-Det-to-bmp-A 7.0000000 365.5100098 401 Pipe-Det-to-bmp-A 7.0416999 370.4899902 402 Pipe-Det-to-bmp-A 7.0833001 375.4899902 403 Pipe-Det-to-bmp-A 7.1250000 380.5100098 404 Pipe-Det-to-bmp-A 7.1666999 385.5499878 405 Pipe-Det-to-bmp-A 7.2083001 390.6199951 406 Pipe-Det-to-bmp-A 7.2500000 395.7099915 407 Pipe-Det-to-bmp-A 7.2916999 400.8200073 408 Pipe-Det-to-bmp-A 7.3333001 405.9500122 409 Pipe-Det-to-bmp-A 7.3750000 411.1099854 410 Pipe-Det-to-bmp-A 7.4166999 416.2799988 411 Pipe-Det-to-bmp-A 7.4699998 421.4800110 412 ;
413 Pipe-Det-Sto-2 Rating 0.000000 0.000000
414 Pipe-Det-Sto-2 0.041667 0.003190
415 Pipe-Det-Sto-2 0.083333 0.043043
416 Pipe-Det-Sto-2 0.166667 0.151509
417 Pipe-Det-Sto-2 0.208333 0.184755
418 Pipe-Det-Sto-2 0.250000 0.212855
419 Pipe-Det-Sto-2 0.291667 0.237649
420 Pipe-Det-Sto-2 0.333333 0.260087
421 Pipe-Det-Sto-2 0.375000 0.280735
422 Pipe-Det-Sto-2 0.416667 0.299965
423 Pipe-Det-Sto-2 0.458333 0.318033
424 Pipe-Det-Sto-2 0.500000 0.335128
425 Pipe-Det-Sto-2 0.541667 0.351393
426 Pipe-Det-Sto-2 0.583333 0.366936
427 Pipe-Det-Sto-2 0.625000 0.381848
428 Pipe-Det-Sto-2 0.666667 0.396198
429 Pipe-Det-Sto-2 0.708333 0.410047
430 Pipe-Det-Sto-2 0.750000 0.423442
431 Pipe-Det-Sto-2 0.791667 0.436427
432 Pipe-Det-Sto-2 0.833333 0.449037
433 Pipe-Det-Sto-2 0.875000 0.461301
434 Pipe-Det-Sto-2 0.916667 0.473248
435 Pipe-Det-Sto-2 0.958333 0.484901
436 Pipe-Det-Sto-2 1.000000 0.496280
437 Pipe-Det-Sto-2 1.041667 0.507404
438 Pipe-Det-Sto-2 1.083333 0.518289
439 Pipe-Det-Sto-2 1.125000 0.528951
440 Pipe-Det-Sto-2 1.166667 0.539401
441 Pipe-Det-Sto-2 1.208333 0.549653
442 Pipe-Det-Sto-2 1.250000 0.559717
443 Pipe-Det-Sto-2 1.291667 0.569604
444 Pipe-Det-Sto-2 1.333333 0.579321
445 Pipe-Det-Sto-2 1.375000 0.588879
446 Pipe-Det-Sto-2 1.416667 0.598283
447 Pipe-Det-Sto-2 1.458333 0.607542
448 Pipe-Det-Sto-2 1.500000 0.616662
449 Pipe-Det-Sto-2 1.541667 0.678382
450 Pipe-Det-Sto-2 1.583333 0.783658
451 Pipe-Det-Sto-2 1.625000 0.917251
452 Pipe-Det-Sto-2 1.666667 1.073725
453 Pipe-Det-Sto-2 1.708333 1.249939
454 Pipe-Det-Sto-2 1.750000 1.443776
455 Pipe-Det-Sto-2 1.791667 1.653683
456 Pipe-Det-Sto-2 1.833333 1.878458
457 Pipe-Det-Sto-2 1.875000 2.117132
458 Pipe-Det-Sto-2 1.916667 2.368905
459 Pipe-Det-Sto-2 1.958333 2.633103
460 Pipe-Det-Sto-2 2.000000 2.909143
461 Pipe-Det-Sto-2 2.041667 3.512914
462 Pipe-Det-Sto-2 2.083333 4.389684
463 Pipe-Det-Sto-2 2.125000 5.447577
464 Pipe-Det-Sto-2 2.166667 6.653594
465 Pipe-Det-Sto-2 2.208333 7.988546
466 Pipe-Det-Sto-2 2.250000 9.439408
467 Pipe-Det-Sto-2 2.291667 10.996569
468 Pipe-Det-Sto-2 2.333333 12.652540
469 Pipe-Det-Sto-2 2.375000 14.401268
470 Pipe-Det-Sto-2 2.416667 16.237722
471 Pipe-Det-Sto-2 2.458333 18.157632
472 Pipe-Det-Sto-2 2.500000 20.157312
473 Pipe-Det-Sto-2 2.541667 22.233537
474 Pipe-Det-Sto-2 2.583333 24.383453
475 Pipe-Det-Sto-2 2.625000 26.604508
476 Pipe-Det-Sto-2 2.666667 28.894406
477 Pipe-Det-Sto-2 2.708333 31.251063
478 Pipe-Det-Sto-2 2.750000 33.672577
479 Pipe-Det-Sto-2 2.791667 36.157202
480 Pipe-Det-Sto-2 2.833333 38.703328
481 Pipe-Det-Sto-2 2.875000 41.309466
482 Pipe-Det-Sto-2 2.916667 43.974230
483 Pipe-Det-Sto-2 2.958333 46.696328
484 Pipe-Det-Sto-2 3.000000 49.474551
485 Pipe-Det-Sto-2 3.041667 52.307763
486 Pipe-Det-Sto-2 3.083333 55.194896
487 Pipe-Det-Sto-2 3.125000 58.134944
488 Pipe-Det-Sto-2 3.166667 61.126954
489 Pipe-Det-Sto-2 3.208333 64.170024
490 Pipe-Det-Sto-2 3.250000 67.263298
491 Pipe-Det-Sto-2 3.291667 70.405962
492 Pipe-Det-Sto-2 3.333333 73.597240
493 Pipe-Det-Sto-2 3.375000 76.836393
494 Pipe-Det-Sto-2 3.416667 80.122714
495 Pipe-Det-Sto-2 3.458333 83.455528
496 Pipe-Det-Sto-2 3.500000 86.834186
497 Pipe-Det-Sto-2 3.541667 90.258068
498 Pipe-Det-Sto-2 3.583333 93.726578
499 Pipe-Det-Sto-2 3.625000 97.239144
500 Pipe-Det-Sto-2 3.666667 100.795212 501 Pipe-Det-Sto-2 3.708333 104.394253 502 Pipe-Det-Sto-2 3.750000 108.035755 503 Pipe-Det-Sto-2 3.791667 111.719223 504 Pipe-Det-Sto-2 3.833333 115.444181 505 Pipe-Det-Sto-2 3.875000 119.210168 506 Pipe-Det-Sto-2 3.916667 123.016738 507 Pipe-Det-Sto-2 3.958333 126.863459 508 Pipe-Det-Sto-2 4.000000 130.749914 509 Pipe-Det-Sto-2 4.041666667 134.6756965 510 ;
511 sto-1 Storage 0.00 0.0000000
512 sto-1 0.75 166.6666718 513 sto-1 1.49 445.9459534 514 sto-1 2.24 1124.0000000 515 sto-1 2.99 2420.0000000 516 sto-1 3.74 3878.6667480 517 sto-1 4.48 5408.1079102 518 sto-1 5.23 6632.0000000 519 sto-1 5.98 7316.0000000 520 sto-1 6.72 7691.8920898 521 sto-1 7.47 7756.0000000 522 ;
523 sto-2 Storage 0.00 0.000000
524 sto-2 0.41 50.000000
525 sto-2 0.81 256.500000 526 sto-2 1.22 672.195129 527 sto-2 1.63 1233.170776 528 sto-2 2.03 1894.000000 529 sto-2 2.44 2462.438965 530 sto-2 2.85 3020.975586 531 sto-2 3.26 3440.487793 532 sto-2 3.66 3531.500000 533 sto-2 4.07 3690.487793 534 ;
535 Sto-BMP-A Storage 0.00 2313.31
536 Sto-BMP-A 0.10 2352.23
537 Sto-BMP-A 0.20 2391.40
538 Sto-BMP-A 0.30 2430.82
539 Sto-BMP-A 0.40 2470.49
540 Sto-BMP-A 0.50 2510.41
541 Sto-BMP-A 0.60 2550.59
542 Sto-BMP-A 0.70 2591.01
543 Sto-BMP-A 0.80 2631.69
544 Sto-BMP-A 0.90 2672.61
545 Sto-BMP-A 1.00 2713.79
546 Sto-BMP-A 1.10 2755.22
547 Sto-BMP-A 1.20 2796.90
548 Sto-BMP-A 1.30 2838.83
549 Sto-BMP-A 1.40 2881.02
550 Sto-BMP-A 1.50 2923.45
551 Sto-BMP-A 1.60 2966.14
552 Sto-BMP-A 1.70 3009.07
553 Sto-BMP-A 1.80 3052.26
554 Sto-BMP-A 1.90 3095.70
555 Sto-BMP-A 2.00 3139.39
556 Sto-BMP-A 2.10 3183.33
557 Sto-BMP-A 2.20 3227.52
558 Sto-BMP-A 2.30 3271.97
559 Sto-BMP-A 2.40 3316.66
560 Sto-BMP-A 2.50 3361.61
561 Sto-BMP-A 2.60 3406.80
562 Sto-BMP-A 2.70 3452.25
563 Sto-BMP-A 2.80 3497.95
564 Sto-BMP-A 2.90 3543.90
565 Sto-BMP-A 3.00 3590.11
566 Sto-BMP-A 3.10 3636.56
567 Sto-BMP-A 3.20 3683.26
568 Sto-BMP-A 3.30 3730.22
569 Sto-BMP-A 3.40 3777.43
570 Sto-BMP-A 3.50 3824.88
571 ;
572 BMP-A Storage 0.00 1954.36
573 BMP-A 0.04 1968.44
574 BMP-A 0.14 2003.81
575 BMP-A 0.24 2039.41
576 BMP-A 0.34 2075.26
577 BMP-A 0.44 2111.34
578 BMP-A 0.54 2147.67
579 BMP-A 0.64 2184.24
580 BMP-A 0.74 2221.06
581 BMP-A 0.84 2258.11
582 BMP-A 0.94 2295.40
583 BMP-A 1.04 2332.94
584 BMP-A 1.14 2370.72
585 BMP-A 1.24 2408.74
586 BMP-A 1.34 2447.00
587 BMP-A 1.44 2485.50
588 BMP-A 1.54 2524.25
589 BMP-A 1.64 2563.24
590 BMP-A 1.74 2602.46
591 BMP-A 1.84 2641.93
592 BMP-A 1.94 2681.64
593 BMP-A 2.04 2721.60
594 BMP-A 2.14 2761.79
595 BMP-A 2.24 2802.22
596 BMP-A 2.34 2842.90
597 BMP-A 2.44 2883.82
598 BMP-A 2.54 2924.98
599 BMP-A 2.64 2966.38
600 BMP-A 2.74 3008.02
601 BMP-A 2.84 3049.91
602 BMP-A 2.94 3092.04
603 BMP-A 3.04 3134.40
604 BMP-A 3.14 3177.01
605 BMP-A 3.24 3219.86
606 BMP-A 3.34 3262.96
607 BMP-A 3.44 3306.29
608 BMP-A 3.54 3349.86
609
610 [TIMESERIES]
611 ;;Name Date Time Value
612 ;;-------------- ---------- ---------- ---------- 613 Escondido FILE "R:\_Storm\HydMOD\Rain gauge Data\Escondido\Escondido.prn" 614
615 [REPORT]
616 ;;Reporting Options
617 SUBCATCHMENTS ALL
618 NODES ALL
619 LINKS ALL
620
621 [TAGS]
622
623 [MAP]
624 DIMENSIONS -2500.000 0.000 12500.000 10000.000
625 Units None
626
627 [COORDINATES]
628 ;;Node X-Coord Y-Coord
629 ;;-------------- ------------------ ------------------ 630 poc-1 8178.677 2388.944
631 dischargepoint 1505.429 3297.137
632 sto-1 3775.913 4698.914
633 Sto-BMP-A 1960.591 3852.217
634
635 [VERTICES]
636 ;;Link X-Coord Y-Coord
637 ;;-------------- ------------------ ------------------ 638 4 3832.512 5901.478
639 4 2837.438 6275.862
640 5 2453.202 2955.665
641 5 3458.128 2413.793
642
643 [Polygons]
644 ;;Subcatchment X-Coord Y-Coord
645 ;;-------------- ------------------ ------------------ 646 dma-1 5157.947 4689.042
647 dma-2 6016.782 4175.716
648 dma-3 3341.560 3297.137
649 dma-21 5389.931 2613.524
650 dma-5 4002.962 3494.571
651 dma-6 5352.912 3779.615
652 dma-7 7260.612 3395.854
653 dma-8 7724.580 3889.437
654 bmp-a 3034.483 4492.457
655 bmp-b 5236.920 2815.893
656 dma-15 6461.007 3810.464
657 dma-16 7477.789 4007.897
658 dma-19 5799.605 3139.191
659 dma-20 3785.785 2823.297
660 dma-4 5286.278 3013.327
661
662 [SYMBOLS]
663 ;;Gage X-Coord Y-Coord
664 ;;-------------- ------------------ ------------------ 665 Escondido 1811.451 7907.206
666
667
668 [BACKDROP]
669 FILE "22027 POST HYDMOD.jpg"
670 DIMENSIONS -2500.000 0.000 12500.000 10000.000
1 2 EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.1) 3 ------------------------------------------------------------ 4 5
6 ****************
7 Analysis Options
8 ****************
9 Flow Units ............... CFS
10 Process Models:
11 Rainfall/Runoff ........ YES
12 RDII ................... NO
13 Snowmelt ............... NO
14 Groundwater ............ NO
15 Flow Routing ........... YES
16 Ponding Allowed ........ NO
17 Water Quality .......... NO
18 Infiltration Method ...... GREEN_AMPT
19 Flow Routing Method ...... KINWAVE
20 Starting Date ............ 09/24/1964 00:00:00
21 Ending Date .............. 05/23/2008 06:00:00
22 Antecedent Dry Days ...... 0.0
23 Report Time Step ......... 00:15:00
24 Wet Time Step ............ 00:15:00
25 Dry Time Step ............ 00:00:00
26 Routing Time Step ........ 15.00 sec
27 28
29 ************************** Volume Depth 30 Runoff Quantity Continuity acre-feet inches 31 ************************** --------- ------- 32 Initial LID Storage ...... 0.016 0.031 33 Total Precipitation ...... 327.352 610.960 34 Outfall Runon ............ 46.007 85.866 35 Evaporation Loss ......... 38.455 71.771 36 Infiltration Loss ........ 171.329 319.762 37 Surface Runoff ........... 81.969 152.985 38 LID Drainage ............. 14.468 27.003 39 Final Storage ............ 69.972 130.593 40 Continuity Error (%) ..... -0.755
41 42
43 ************************** Volume Volume 44 Flow Routing Continuity acre-feet 10^6 gal 45 ************************** --------- --------- 46 Dry Weather Inflow ....... 0.000 0.000 47 Wet Weather Inflow ....... 96.438 31.426 48 Groundwater Inflow ....... 0.000 0.000 49 RDII Inflow .............. 0.000 0.000 50 External Inflow .......... 0.000 0.000 51 External Outflow ......... 96.324 31.389 52 Flooding Loss ............ 0.000 0.000 22027-Woodward-Post Development Hydromodification.rpt
53 Evaporation Loss ......... 0.000 0.000 54 Exfiltration Loss ........ 0.000 0.000 55 Initial Stored Volume .... 0.000 0.000 56 Final Stored Volume ...... 0.000 0.000 57 Continuity Error (%) ..... 0.118
58 59
60 ********************************
61 Highest Flow Instability Indexes
62 ********************************
63 All links are stable.
64 65
66 *************************
67 Routing Time Step Summary
68 *************************
69 Minimum Time Step : 15.00 sec
70 Average Time Step : 15.00 sec
71 Maximum Time Step : 15.00 sec
72 % of Time in Steady State : 0.00
73 Average Iterations per Step : 1.00
74 % of Steps Not Converging : 0.00
75 76
77 ***************************
78 Subcatchment Runoff Summary
79 ***************************
80 81
--------------------------------------------------------------------------------------------------------------------- ---------
82 Total Total Total Total Imperv Perv Total Total Peak Runoff
83 Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff
84 Subcatchment in in in in in in in 10^6 gal CFS
85 --------------------------------------------------------------------------------------------------------------------- ---------
86 dma-1 610.96 0.00 91.81 0.00 524.10 0.00 524.10 15.03

0.93 0.858
87 dma-2 610.96 0.00 84.54 50.56 459.68 20.64 480.32 20.72

1.36 0.786
88 dma-3 610.96 0.00 22.30 420.31 0.00 173.90 173.90 0.73

0.13 0.285
89 dma-21 610.96 0.00 34.16 337.08 108.46 137.54 246.00 0.99

0.12 0.403
90 dma-5 610.96 0.00 5.97 548.10 0.00 59.40 59.40 0.31

0.15 0.097
91 dma-6 610.96 0.00 6.39 561.75 0.00 43.66 43.66 0.54

0.30 0.071
92 dma-7 610.96 0.00 17.31 454.40 0.00 147.36 147.36 3.78

0.77 0.241
93 dma-8 610.96 0.00 17.35 455.04 0.00 145.52 145.52 2.48

0.51 0.238
94 bmp-a 610.96 15846.54 1275.42 4986.53 0.00 0.00 81.69 0.18

0.02 0.005
95 bmp-b 610.96 3896.88 840.93 0.00 0.00 0.00 3666.69 5.06

0.36 0.813
96 dma-15 610.96 0.00 5.92 547.32 0.00 60.72 60.72 0.41

0.19 0.099
97 dma-16 610.96 0.00 5.96 548.28 0.00 59.19 59.19 0.15

0.07 0.097
98 dma-19 610.96 0.00 22.06 419.52 0.00 175.73 175.73 0.79

0.14 0.288
99 dma-20 610.96 0.00 17.48 456.22 0.00 142.62 142.62 0.97

0.20 0.233
100 dma-4 610.96 0.00 85.64 0.00 534.60 0.00 534.60 5.38

0.33 0.875
101
102
103 ***********************
104 LID Performance Summary
105 ***********************
106
107 -------------------------------------------------------------------------------------------------------------------- 108 Total Evap Infil Surface Drain Initial Final Continuity 109 Inflow Loss Loss Outflow Outflow Storage Storage Error 110 Subcatchment LID Control in in in in in in in % 111 -------------------------------------------------------------------------------------------------------------------- 112 bmp-a bmp-a 610.96 453.43 0.00 0.00 157.53 2.10 2.10 -0.00 113 bmp-b bmp-b 4507.84 840.96 0.00 382.45 3284.37 2.10 2.32 -0.00 114
115 ******************
116 Node Depth Summary
117 ******************
118
119 --------------------------------------------------------------------------------- 120 Average Maximum Maximum Time of Max Reported 121 Depth Depth HGL Occurrence Max Depth 122 Node Type Feet Feet Feet days hr:min Feet 123 --------------------------------------------------------------------------------- 124 poc-1 OUTFALL 0.00 0.00 0.00 0 00:00 0.00 125 dischargepoint OUTFALL 0.00 0.00 0.00 0 00:00 0.00 126 sto-1 STORAGE 0.00 0.50 704.46 15676 07:00 0.50 127 Sto-BMP-A STORAGE 0.00 0.00 0.00 0 00:00 0.00 128
129
130 *******************
131 Node Inflow Summary
132 *******************
133
134 ------------------------------------------------------------------------------------------------- 135 Maximum Maximum Lateral Total Flow 136 Lateral Total Time of Max Inflow Inflow Balance 137 Inflow Inflow Occurrence Volume Volume Error 138 Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent 139 ------------------------------------------------------------------------------------------------- 140 poc-1 OUTFALL 2.95 2.95 10332 17:00 16.4 16.4 0.000 141 dischargepoint OUTFALL 0.00 0.93 15676 07:00 0 15 0.000 142 sto-1 STORAGE 0.93 0.93 15676 07:00 15 15 0.248 143 Sto-BMP-A STORAGE 0.00 0.00 0 00:00 0 0 0.000 gal 144
145
146 *********************
147 Node Flooding Summary
148 *********************
149
150 No nodes were flooded.
151
152
153 **********************
154 Storage Volume Summary
155 **********************
156
157 -------------------------------------------------------------------------------------------------- 158 Average Avg Evap Exfil Maximum Max Time of Max Maximum 159 Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow 160 Storage Unit 1000 ft³ Full Loss Loss 1000 ft³ Full days hr:min CFS 161 -------------------------------------------------------------------------------------------------- 162 sto-1 0.000 0 0 0 0.028 0 15676 07:00 0.93 163 Sto-BMP-A 0.000 0 0 0 0.000 0 0 00:00 0.00 164
165
166 ***********************
167 Outfall Loading Summary
168 ***********************
169
170 ----------------------------------------------------------- 171 Flow Avg Max Total 172 Freq Flow Flow Volume 173 Outfall Node Pcnt CFS CFS 10^6 gal 174 ----------------------------------------------------------- 175 poc-1 8.86 0.02 2.95 16.395 176 dischargepoint 2.72 0.05 0.93 14.991 177 ----------------------------------------------------------- 178 System 5.79 0.07 3.84 31.386 179
180
181 ********************
182 Link Flow Summary
183 ********************
184
185 ----------------------------------------------------------------------------- 186 Maximum Time of Max Maximum Max/ Max/ 187 |Flow| Occurrence |Veloc| Full Full 188 Link Type CFS days hr:min ft/sec Flow Depth 189 ----------------------------------------------------------------------------- 190 4 DUMMY 0.93 15676 07:00 191 5 DUMMY 0.00 0 00:00 192
193
194 *************************
195 Conduit Surcharge Summary
196 *************************
197
198 No conduits were surcharged.
199
200
201 Analysis begun on: Mon Feb 13 13:34:17 2023
202 Analysis ended on: Mon Feb 13 13:36:05 2023
203 Total elapsed time: 00:01:48

V:\22\22027\Engineering\TM\Storm\Working Files\Report\r eport parts\Statistics Reports\poc-1\Statistics Res ults-poc-

1.pdf
2/9/2023 5:24:08 PM software version: 1.0.7318.27220

STATISTICS ANALYSIS OF THE
SWMM FILES FOR:

DISCHARGE NODE: POC-1

ANALYSIS DETAILS
Stream Susceptibility to Channel Erosion: High
Low Flow Threshold = (0.1)Q2 = (0.1)3.020 = Qlf = 0.3020 (cfs ) Flow Control Upper Limit = Q10 = 4.240 (cfs)
Assumed time between storms (hours): 24

PRE-DEVELOPMENT SWMM FILE
SWMM file name: V:\22\22027\Engineering\TM\Storm\Worki ng Files\Hydmod\22027 pre hydromod.out SWMM file time stamp: 9/14/2022 3:04:49 PM
Selected Node to Analyze: poc-1

POST-DEVELOPMENT MITIGATED SWMM FILE
SWMM file name: V:\22\22027\Engineering\TM\Storm\Worki ng Files\Hydmod\22027 post hydromod.out SWMM file time stamp: 2/9/2023 10:24:07 AM
Selected Node to Analyze: poc-1

MITIGATED CONDITIONS RESULTS
For the Mitigated Conditions:

Peak Flow Conditions PASS
Flow Duration Conditions PASS

The Mitigated Conditions peak flow frequency curve is composed of 376 points. Of the points, 0 point(s) a re above the flow control upper limit (Q10 = 4.24 (cfs)), 213 poin t(s) are below the low flow threshold value (Qlf = 0.302 (cfs)). Of the points within the flow control rang e (Qlf to Q10), 163 point(s) have a lower peak flow rate than pre- development conditions. These points all pass. Th ere are no points that failed, therefore the peak flow requirements have been met.

The Mitigated Conditions flow duration curve is com posed of 100 flow bins (points). Each point represent s the number of hours where the discharge was equal to or greater than the discharge value, but less than th e next greater discharge value. Within the flow control r ange, comparing the post-development flow duration curve to the pre-development flow duration curve, 100 post-deve lopment curve point(s) have a lower flow duration t han pre-development conditions. These points all pass. There are no points that failed, therefore the flow duration requirements have been met.

Excel Engineering

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/uni0031
/uni0032
/uni0033
/uni0034
/uni0035
/uni0050/uni0065/uni0061/uni006B/uni0020/uni0046/uni006C/uni006F/uni0077/uni0020/uni0028/uni0063/uni0066/uni0073/uni0029 /uni0050/uni0072/uni0065/uni0020/uni0044/uni0065/uni0076/uni0065/uni006C/uni006F/uni0070/uni006D/uni0065/uni006E/uni0074/uni0050/uni006F/uni0073/uni0074/uni0020/uni0044/uni0065/uni0076/uni0065/uni006C/uni006F/uni0070/uni006D/uni0065/uni006E/uni0074/uni0020/uni004D/uni0069/uni0074/uni0069/uni0067/uni0061/uni0074/uni0065/uni0064 /uni0051/uni0031/uni0030/uni0020/uni0028/uni0034/uni002E/uni0032/uni0034/uni0063/uni0066/uni0073/uni0029/uni0051/uni0035/uni0020/uni0028/uni0033/uni002E/uni0039/uni0030/uni0063/uni0066/uni0073/uni0029 /uni0051/uni0032/uni0020/uni0028/uni0033/uni002E/uni0030/uni0032/uni0063/uni0066/uni0073/uni0029/uni0051/uni006C/uni0066/uni0020/uni0028/uni0030/uni002E/uni0033/uni0030/uni0032/uni0063/uni0066/uni0073/uni0029 ................. ' ....... ··~ · .. -~ · .. -~ - ·:_:__:_.:..:· .. ·:..:,..:..:...:· .. -~ ·. ~ - .. :-:-:-:-: ... -~ - .. -~ - .. -~ - -~ - .. ·= · ......... . ----------:--------~:-------!~
~

Excel Engineering

peakFlowPassFailMitigated
Compared to:
pre-development SWMM file: V:\22\22027\Engineering\TM\Storm\Working Files\Hydmod\22027 pre hydromod.out pre-development time stamp: 9/14/2022 3:04:49 PM
Compare Post-Development Curve to Pre-Development Curve Flow Control Upper Limit: 4.24 (cfs)
Flow Control Lower Limit: 0.302 (cfs)
post-development SWMM file: V:\22\22027\Engineering\TM\Storm\Working Files\Hydmod\22027 post hydromod.out post-development time stamp: 2/9/2023 10:24:07 AM
Post PT #
Rtn Prd (yrs)
Post De
v Q (cfs
)
Pre De
v Q (cfs
)
Qpo
st < Qpre
Qpo
st > Qpre
Qpo
st > 110%
Qpre
Pass/Fa
il
0 45.00 2.95 5.27 TRUE FALSE FALSE Pass- Qpost < Qpre
1 22.50 2.32 4.90 TRUE FALSE FALSE Pass- Qpost < Qpre
2 15.00 2.29 4.86 TRUE FALSE FALSE Pass- Qpost < Qpre
3 11.25 2.20 4.46 TRUE FALSE FALSE Pass- Qpost < Qpre
4 9.00 2.13 4.06 TRUE FALSE FALSE Pass- Qpost < Qpre
5 7.50 2.05 3.99 TRUE FALSE FALSE Pass- Qpost < Qpre
6 6.43 2.04 3.98 TRUE FALSE FALSE Pass- Qpost < Qpre
7 5.63 2.04 3.94 TRUE FALSE FALSE Pass- Qpost < Qpre
8 5.00 1.96 3.90 TRUE FALSE FALSE Pass- Qpost < Qpre
9 4.50 1.82 3.69 TRUE FALSE FALSE Pass- Qpost < Qpre
10 4.09 1.82 3.65 TRUE FALSE FALSE Pass- Qpost < Qpre
11 3.75 1.80 3.62 TRUE FALSE FALSE Pass- Qpost < Qpre
12 3.46 1.78 3.60 TRUE FALSE FALSE Pass- Qpost < Qpre
13 3.21 1.70 3.56 TRUE FALSE FALSE Pass- Qpost < Qpre
14 3.00 1.69 3.52 TRUE FALSE FALSE Pass- Qpost < Qpre
15 2.81 1.63 3.50 TRUE FALSE FALSE Pass- Qpost < Qpre
16 2.65 1.60 3.47 TRUE FALSE FALSE Pass- Qpost < Qpre
17 2.50 1.58 3.46 TRUE FALSE FALSE Pass- Qpost < Qpre
18 2.37 1.57 3.32 TRUE FALSE FALSE Pass- Qpost < Qpre
19 2.25 1.56 3.19 TRUE FALSE FALSE Pass- Qpost < Qpre
20 2.14 1.54 3.19 TRUE FALSE FALSE Pass- Qpost < Qpre
21 2.05 1.54 3.05 TRUE FALSE FALSE Pass- Qpost < Qpre
22 1.96 1.52 3.00 TRUE FALSE FALSE Pass- Qpost < Qpre
23 1.88 1.49 3.00 TRUE FALSE FALSE Pass- Qpost < Qpre
24 1.80 1.46 2.99 TRUE FALSE FALSE Pass- Qpost < Qpre
25 1.73 1.43 2.94 TRUE FALSE FALSE Pass- Qpost < Qpre
26 1.67 1.41 2.94 TRUE FALSE FALSE Pass- Qpost < Qpre
27 1.61 1.33 2.93 TRUE FALSE FALSE Pass- Qpost < Qpre
28 1.55 1.33 2.88 TRUE FALSE FALSE Pass- Qpost < Qpre
29 1.50 1.32 2.88 TRUE FALSE FALSE Pass- Qpost < Qpre
30 1.45 1.31 2.86 TRUE FALSE FALSE Pass- Qpost < Qpre
31 1.41 1.30 2.81 TRUE FALSE FALSE Pass- Qpost < Qpre
1/102/9/2023 5:24 PM

Excel Engineering

peakFlowPassFailMitigated
Post PT #
Rtn Prd (yrs)
Post De
v Q (cfs
)
Pre De
v Q (cfs
)
Qpo
st < Qpre
Qpo
st > Qpre
Qpo
st > 110%
Qpre
Pass/Fa
il
32 1.36 1.22 2.81 TRUE FALSE FALSE Pass- Qpost < Qpre
33 1.32 1.20 2.74 TRUE FALSE FALSE Pass- Qpost < Qpre
34 1.29 1.13 2.67 TRUE FALSE FALSE Pass- Qpost < Qpre
35 1.25 1.11 2.66 TRUE FALSE FALSE Pass- Qpost < Qpre
36 1.22 1.09 2.62 TRUE FALSE FALSE Pass- Qpost < Qpre
37 1.18 1.06 2.61 TRUE FALSE FALSE Pass- Qpost < Qpre
38 1.15 1.05 2.54 TRUE FALSE FALSE Pass- Qpost < Qpre
39 1.13 1.04 2.42 TRUE FALSE FALSE Pass- Qpost < Qpre
40 1.10 1.03 2.37 TRUE FALSE FALSE Pass- Qpost < Qpre
41 1.07 1.02 2.36 TRUE FALSE FALSE Pass- Qpost < Qpre
42 1.05 1.01 2.35 TRUE FALSE FALSE Pass- Qpost < Qpre
43 1.02 1.01 2.33 TRUE FALSE FALSE Pass- Qpost < Qpre
44 1.00 1.01 2.32 TRUE FALSE FALSE Pass- Qpost < Qpre
45 0.98 1.00 2.32 TRUE FALSE FALSE Pass- Qpost < Qpre
46 0.96 0.99 2.30 TRUE FALSE FALSE Pass- Qpost < Qpre
47 0.94 0.99 2.29 TRUE FALSE FALSE Pass- Qpost < Qpre
48 0.92 0.98 2.28 TRUE FALSE FALSE Pass- Qpost < Qpre
49 0.90 0.97 2.28 TRUE FALSE FALSE Pass- Qpost < Qpre
50 0.88 0.97 2.27 TRUE FALSE FALSE Pass- Qpost < Qpre
51 0.87 0.96 2.26 TRUE FALSE FALSE Pass- Qpost < Qpre
52 0.85 0.93 2.23 TRUE FALSE FALSE Pass- Qpost < Qpre
53 0.83 0.92 2.21 TRUE FALSE FALSE Pass- Qpost < Qpre
54 0.82 0.91 2.20 TRUE FALSE FALSE Pass- Qpost < Qpre
55 0.80 0.91 2.19 TRUE FALSE FALSE Pass- Qpost < Qpre
56 0.79 0.87 2.17 TRUE FALSE FALSE Pass- Qpost < Qpre
57 0.78 0.86 2.17 TRUE FALSE FALSE Pass- Qpost < Qpre
58 0.76 0.85 2.17 TRUE FALSE FALSE Pass- Qpost < Qpre
59 0.75 0.84 2.12 TRUE FALSE FALSE Pass- Qpost < Qpre
60 0.74 0.83 2.10 TRUE FALSE FALSE Pass- Qpost < Qpre
61 0.73 0.81 2.07 TRUE FALSE FALSE Pass- Qpost < Qpre
62 0.71 0.80 2.06 TRUE FALSE FALSE Pass- Qpost < Qpre
63 0.70 0.80 2.05 TRUE FALSE FALSE Pass- Qpost < Qpre
64 0.69 0.79 2.01 TRUE FALSE FALSE Pass- Qpost < Qpre
65 0.68 0.78 1.99 TRUE FALSE FALSE Pass- Qpost < Qpre
66 0.67 0.76 1.98 TRUE FALSE FALSE Pass- Qpost < Qpre
67 0.66 0.76 1.96 TRUE FALSE FALSE Pass- Qpost < Qpre
68 0.65 0.75 1.96 TRUE FALSE FALSE Pass- Qpost < Qpre
69 0.64 0.75 1.95 TRUE FALSE FALSE Pass- Qpost < Qpre
70 0.63 0.74 1.93 TRUE FALSE FALSE Pass- Qpost < Qpre
71 0.63 0.74 1.90 TRUE FALSE FALSE Pass- Qpost < Qpre
72 0.62 0.74 1.89 TRUE FALSE FALSE Pass- Qpost < Qpre
73 0.61 0.74 1.89 TRUE FALSE FALSE Pass- Qpost < Qpre
2/102/9/2023 5:24 PM

Excel Engineering

peakFlowPassFailMitigated
Post PT #
Rtn Prd (yrs)
Post De
v Q (cfs
)
Pre De
v Q (cfs
)
Qpo
st < Qpre
Qpo
st > Qpre
Qpo
st > 110%
Qpre
Pass/Fa
il
74 0.60 0.73 1.88 TRUE FALSE FALSE Pass- Qpost < Qpre
75 0.59 0.73 1.84 TRUE FALSE FALSE Pass- Qpost < Qpre
76 0.58 0.71 1.79 TRUE FALSE FALSE Pass- Qpost < Qpre
77 0.58 0.69 1.77 TRUE FALSE FALSE Pass- Qpost < Qpre
78 0.57 0.69 1.76 TRUE FALSE FALSE Pass- Qpost < Qpre
79 0.56 0.65 1.74 TRUE FALSE FALSE Pass- Qpost < Qpre
80 0.56 0.65 1.74 TRUE FALSE FALSE Pass- Qpost < Qpre
81 0.55 0.64 1.72 TRUE FALSE FALSE Pass- Qpost < Qpre
82 0.54 0.64 1.71 TRUE FALSE FALSE Pass- Qpost < Qpre
83 0.54 0.64 1.71 TRUE FALSE FALSE Pass- Qpost < Qpre
84 0.53 0.63 1.70 TRUE FALSE FALSE Pass- Qpost < Qpre
85 0.52 0.62 1.70 TRUE FALSE FALSE Pass- Qpost < Qpre
86 0.52 0.62 1.68 TRUE FALSE FALSE Pass- Qpost < Qpre
87 0.51 0.61 1.68 TRUE FALSE FALSE Pass- Qpost < Qpre
88 0.51 0.61 1.68 TRUE FALSE FALSE Pass- Qpost < Qpre
89 0.50 0.61 1.68 TRUE FALSE FALSE Pass- Qpost < Qpre
90 0.50 0.61 1.67 TRUE FALSE FALSE Pass- Qpost < Qpre
91 0.49 0.60 1.64 TRUE FALSE FALSE Pass- Qpost < Qpre
92 0.48 0.60 1.63 TRUE FALSE FALSE Pass- Qpost < Qpre
93 0.48 0.60 1.61 TRUE FALSE FALSE Pass- Qpost < Qpre
94 0.47 0.60 1.61 TRUE FALSE FALSE Pass- Qpost < Qpre
95 0.47 0.59 1.60 TRUE FALSE FALSE Pass- Qpost < Qpre
96 0.46 0.58 1.59 TRUE FALSE FALSE Pass- Qpost < Qpre
97 0.46 0.58 1.59 TRUE FALSE FALSE Pass- Qpost < Qpre
98 0.46 0.57 1.59 TRUE FALSE FALSE Pass- Qpost < Qpre
99 0.45 0.57 1.58 TRUE FALSE FALSE Pass- Qpost < Qpre
100 0.45 0.56 1.58 TRUE FALSE FALSE Pass- Qpost < Qpre
101 0.44 0.56 1.57 TRUE FALSE FALSE Pass- Qpost < Qpre
102 0.44 0.56 1.56 TRUE FALSE FALSE Pass- Qpost < Qpre
103 0.43 0.56 1.55 TRUE FALSE FALSE Pass- Qpost < Qpre
104 0.43 0.54 1.55 TRUE FALSE FALSE Pass- Qpost < Qpre
105 0.43 0.54 1.54 TRUE FALSE FALSE Pass- Qpost < Qpre
106 0.42 0.54 1.54 TRUE FALSE FALSE Pass- Qpost < Qpre
107 0.42 0.53 1.53 TRUE FALSE FALSE Pass- Qpost < Qpre
108 0.41 0.53 1.53 TRUE FALSE FALSE Pass- Qpost < Qpre
109 0.41 0.52 1.53 TRUE FALSE FALSE Pass- Qpost < Qpre
110 0.41 0.52 1.52 TRUE FALSE FALSE Pass- Qpost < Qpre
111 0.40 0.50 1.51 TRUE FALSE FALSE Pass- Qpost < Qpre
112 0.40 0.50 1.51 TRUE FALSE FALSE Pass- Qpost < Qpre
113 0.40 0.50 1.51 TRUE FALSE FALSE Pass- Qpost < Qpre
114 0.39 0.49 1.51 TRUE FALSE FALSE Pass- Qpost < Qpre
115 0.39 0.48 1.50 TRUE FALSE FALSE Pass- Qpost < Qpre
3/102/9/2023 5:24 PM

Excel Engineering

peakFlowPassFailMitigated
Post PT #
Rtn Prd (yrs)
Post De
v Q (cfs
)
Pre De
v Q (cfs
)
Qpo
st < Qpre
Qpo
st > Qpre
Qpo
st > 110%
Qpre
Pass/Fa
il
116 0.39 0.48 1.50 TRUE FALSE FALSE Pass- Qpost < Qpre
117 0.38 0.48 1.48 TRUE FALSE FALSE Pass- Qpost < Qpre
118 0.38 0.48 1.48 TRUE FALSE FALSE Pass- Qpost < Qpre
119 0.38 0.46 1.47 TRUE FALSE FALSE Pass- Qpost < Qpre
120 0.37 0.46 1.46 TRUE FALSE FALSE Pass- Qpost < Qpre
121 0.37 0.44 1.45 TRUE FALSE FALSE Pass- Qpost < Qpre
122 0.37 0.43 1.45 TRUE FALSE FALSE Pass- Qpost < Qpre
123 0.36 0.42 1.44 TRUE FALSE FALSE Pass- Qpost < Qpre
124 0.36 0.42 1.44 TRUE FALSE FALSE Pass- Qpost < Qpre
125 0.36 0.42 1.43 TRUE FALSE FALSE Pass- Qpost < Qpre
126 0.35 0.41 1.42 TRUE FALSE FALSE Pass- Qpost < Qpre
127 0.35 0.41 1.41 TRUE FALSE FALSE Pass- Qpost < Qpre
128 0.35 0.41 1.38 TRUE FALSE FALSE Pass- Qpost < Qpre
129 0.35 0.41 1.38 TRUE FALSE FALSE Pass- Qpost < Qpre
130 0.34 0.40 1.38 TRUE FALSE FALSE Pass- Qpost < Qpre
131 0.34 0.40 1.37 TRUE FALSE FALSE Pass- Qpost < Qpre
132 0.34 0.40 1.37 TRUE FALSE FALSE Pass- Qpost < Qpre
133 0.34 0.40 1.36 TRUE FALSE FALSE Pass- Qpost < Qpre
134 0.33 0.39 1.36 TRUE FALSE FALSE Pass- Qpost < Qpre
135 0.33 0.39 1.36 TRUE FALSE FALSE Pass- Qpost < Qpre
136 0.33 0.39 1.36 TRUE FALSE FALSE Pass- Qpost < Qpre
137 0.33 0.39 1.34 TRUE FALSE FALSE Pass- Qpost < Qpre
138 0.32 0.38 1.33 TRUE FALSE FALSE Pass- Qpost < Qpre
139 0.32 0.38 1.33 TRUE FALSE FALSE Pass- Qpost < Qpre
140 0.32 0.38 1.32 TRUE FALSE FALSE Pass- Qpost < Qpre
141 0.32 0.38 1.32 TRUE FALSE FALSE Pass- Qpost < Qpre
142 0.32 0.38 1.31 TRUE FALSE FALSE Pass- Qpost < Qpre
143 0.31 0.38 1.31 TRUE FALSE FALSE Pass- Qpost < Qpre
144 0.31 0.37 1.31 TRUE FALSE FALSE Pass- Qpost < Qpre
145 0.31 0.37 1.29 TRUE FALSE FALSE Pass- Qpost < Qpre
146 0.31 0.37 1.27 TRUE FALSE FALSE Pass- Qpost < Qpre
147 0.30 0.37 1.27 TRUE FALSE FALSE Pass- Qpost < Qpre
148 0.30 0.37 1.27 TRUE FALSE FALSE Pass- Qpost < Qpre
149 0.30 0.36 1.27 TRUE FALSE FALSE Pass- Qpost < Qpre
150 0.30 0.35 1.26 TRUE FALSE FALSE Pass- Qpost < Qpre
151 0.30 0.35 1.26 TRUE FALSE FALSE Pass- Qpost < Qpre
152 0.29 0.35 1.25 TRUE FALSE FALSE Pass- Qpost < Qpre
153 0.29 0.35 1.25 TRUE FALSE FALSE Pass- Qpost < Qpre
154 0.29 0.34 1.25 TRUE FALSE FALSE Pass- Qpost < Qpre
155 0.29 0.34 1.24 TRUE FALSE FALSE Pass- Qpost < Qpre
156 0.29 0.34 1.23 TRUE FALSE FALSE Pass- Qpost < Qpre
157 0.29 0.34 1.19 TRUE FALSE FALSE Pass- Qpost < Qpre
4/102/9/2023 5:24 PM

Excel Engineering

peakFlowPassFailMitigated
Post PT #
Rtn Prd (yrs)
Post De
v Q (cfs
)
Pre De
v Q (cfs
)
Qpo
st < Qpre
Qpo
st > Qpre
Qpo
st > 110%
Qpre
Pass/Fa
il
158 0.28 0.33 1.16 TRUE FALSE FALSE Pass- Qpost < Qpre
159 0.28 0.32 1.15 TRUE FALSE FALSE Pass- Qpost < Qpre
160 0.28 0.32 1.14 TRUE FALSE FALSE Pass- Qpost < Qpre
161 0.28 0.32 1.13 TRUE FALSE FALSE Pass- Qpost < Qpre
162 0.28 0.31 1.11 TRUE FALSE FALSE Pass- Qpost < Qpre
163 0.27 0.30 1.11 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 164 0.27 0.30 1.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 165 0.27 0.29 1.10 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 166 0.27 0.29 1.09 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 167 0.27 0.29 1.09 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 168 0.27 0.29 1.08 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 169 0.27 0.29 1.08 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 170 0.26 0.28 1.07 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 171 0.26 0.28 1.07 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 172 0.26 0.26 1.07 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 173 0.26 0.26 1.06 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 174 0.26 0.26 1.06 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 175 0.26 0.25 1.06 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 176 0.25 0.24 1.06 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 177 0.25 0.24 1.05 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 178 0.25 0.24 1.05 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 179 0.25 0.24 1.05 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 180 0.25 0.24 1.05 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 181 0.25 0.23 1.04 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 182 0.25 0.21 1.04 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 183 0.25 0.21 1.04 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 184 0.24 0.20 1.04 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 185 0.24 0.20 1.03 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 186 0.24 0.19 1.03 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 187 0.24 0.19 1.03 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 188 0.24 0.18 1.02 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 189 0.24 0.18 1.02 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 190 0.24 0.17 1.01 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 191 0.23 0.15 1.01 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 192 0.23 0.14 1.01 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 193 0.23 0.14 1.01 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 194 0.23 0.13 1.01 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 195 0.23 0.13 1.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 196 0.23 0.13 1.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 197 0.23 0.12 0.99 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 198 0.23 0.12 0.99 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 199 0.23 0.12 0.99 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 5/102/9/2023 5:24 PM

Excel Engineering

peakFlowPassFailMitigated
Post PT #
Rtn Prd (yrs)
Post De
v Q (cfs
)
Pre De
v Q (cfs
)
Qpo
st < Qpre
Qpo
st > Qpre
Qpo
st > 110%
Qpre
Pass/Fa
il
200 0.22 0.11 0.98 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 201 0.22 0.08 0.98 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 202 0.22 0.08 0.98 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 203 0.22 0.07 0.98 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 204 0.22 0.07 0.98 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 205 0.22 0.07 0.97 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 206 0.22 0.07 0.96 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 207 0.22 0.06 0.96 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 208 0.22 0.06 0.96 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 209 0.21 0.06 0.96 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 210 0.21 0.06 0.96 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 211 0.21 0.06 0.96 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 212 0.21 0.06 0.95 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 213 0.21 0.05 0.94 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 214 0.21 0.04 0.94 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 215 0.21 0.04 0.93 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 216 0.21 0.04 0.93 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 217 0.21 0.04 0.93 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 218 0.21 0.04 0.92 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 219 0.21 0.03 0.92 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 220 0.20 0.03 0.92 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 221 0.20 0.03 0.91 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 222 0.20 0.03 0.91 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 223 0.20 0.03 0.91 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 224 0.20 0.03 0.90 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 225 0.20 0.03 0.90 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 226 0.20 0.03 0.89 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 227 0.20 0.03 0.89 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 228 0.20 0.02 0.89 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 229 0.20 0.02 0.89 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 230 0.19 0.02 0.88 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 231 0.19 0.02 0.88 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 232 0.19 0.02 0.86 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 233 0.19 0.02 0.85 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 234 0.19 0.01 0.83 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 235 0.19 0.01 0.83 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 236 0.19 0.01 0.83 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 237 0.19 0.01 0.81 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 238 0.19 0.01 0.80 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 239 0.19 0.01 0.79 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 240 0.18 0.01 0.78 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 241 0.18 0.01 0.77 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 6/102/9/2023 5:24 PM

Excel Engineering

peakFlowPassFailMitigated
Post PT #
Rtn Prd (yrs)
Post De
v Q (cfs
)
Pre De
v Q (cfs
)
Qpo
st < Qpre
Qpo
st > Qpre
Qpo
st > 110%
Qpre
Pass/Fa
il
242 0.18 0.01 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 243 0.18 0.01 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 244 0.18 0.01 0.76 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 245 0.18 0.01 0.75 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 246 0.18 0.01 0.74 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 247 0.18 0.01 0.74 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 248 0.18 0.01 0.72 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 249 0.18 0.01 0.71 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 250 0.17 0.01 0.71 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 251 0.17 0.01 0.70 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 252 0.17 0.01 0.70 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 253 0.17 0.01 0.69 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 254 0.17 0.01 0.69 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 255 0.17 0.01 0.68 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 256 0.17 0.01 0.64 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 257 0.17 0.01 0.63 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 258 0.17 0.01 0.62 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 259 0.17 0.01 0.59 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 260 0.16 0.01 0.56 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 261 0.16 0.01 0.55 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 262 0.16 0.01 0.53 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 263 0.16 0.01 0.52 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 264 0.16 0.01 0.51 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 265 0.16 0.01 0.49 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 266 0.16 0.01 0.49 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 267 0.16 0.01 0.47 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 268 0.16 0.01 0.46 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 269 0.16 0.01 0.45 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 270 0.15 0.01 0.45 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 271 0.15 0.01 0.44 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 272 0.15 0.01 0.42 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 273 0.15 0.01 0.41 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 274 0.15 0.01 0.41 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 275 0.15 0.01 0.40 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 276 0.15 0.01 0.38 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 277 0.15 0.01 0.37 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 278 0.15 0.01 0.37 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 279 0.15 0.01 0.36 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 280 0.14 0.01 0.35 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 281 0.14 0.01 0.35 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 282 0.14 0.01 0.34 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 283 0.14 0.01 0.31 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 7/102/9/2023 5:24 PM

Excel Engineering

peakFlowPassFailMitigated
Post PT #
Rtn Prd (yrs)
Post De
v Q (cfs
)
Pre De
v Q (cfs
)
Qpo
st < Qpre
Qpo
st > Qpre
Qpo
st > 110%
Qpre
Pass/Fa
il
284 0.14 0.01 0.30 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 285 0.14 0.01 0.28 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 286 0.14 0.01 0.26 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 287 0.14 0.01 0.23 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 288 0.14 0.01 0.19 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 289 0.14 0.01 0.17 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 290 0.13 0.01 0.13 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 291 0.13 0.01 0.08 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 292 0.13 0.01 0.07 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 293 0.13 0.01 0.06 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 294 0.13 0.01 0.01 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 295 0.13 0.00 0.01 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 296 0.13 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 297 0.13 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 298 0.13 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 299 0.13 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 300 0.13 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 301 0.12 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 302 0.12 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 303 0.12 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 304 0.12 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 305 0.12 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 306 0.12 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 307 0.12 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 308 0.12 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 309 0.12 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 310 0.12 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 311 0.11 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 312 0.11 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 313 0.11 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 314 0.11 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 315 0.11 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 316 0.11 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 317 0.11 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 318 0.11 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 319 0.11 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 320 0.11 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 321 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 322 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 323 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 324 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 325 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 8/102/9/2023 5:24 PM

Excel Engineering

peakFlowPassFailMitigated
Post PT #
Rtn Prd (yrs)
Post De
v Q (cfs
)
Pre De
v Q (cfs
)
Qpo
st < Qpre
Qpo
st > Qpre
Qpo
st > 110%
Qpre
Pass/Fa
il
326 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 327 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 328 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 329 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 330 0.10 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 331 0.09 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 332 0.09 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 333 0.09 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 334 0.09 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 335 0.09 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 336 0.09 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 337 0.09 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 338 0.09 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 339 0.09 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 340 0.09 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 341 0.08 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 342 0.08 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 343 0.08 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 344 0.08 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 345 0.08 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 346 0.08 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 347 0.08 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 348 0.08 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 349 0.08 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 350 0.08 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 351 0.07 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 352 0.07 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 353 0.07 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 354 0.07 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 355 0.07 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 356 0.07 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 357 0.07 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 358 0.07 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 359 0.07 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 360 0.07 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 361 0.06 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 362 0.06 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 363 0.06 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 364 0.06 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 365 0.06 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 366 0.06 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 367 0.06 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 9/102/9/2023 5:24 PM

Excel Engineering

peakFlowPassFailMitigated
Post PT #
Rtn Prd (yrs)
Post De
v Q (cfs
)
Pre De
v Q (cfs
)
Qpo
st < Qpre
Qpo
st > Qpre
Qpo
st > 110%
Qpre
Pass/Fa
il
368 0.06 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 369 0.06 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 370 0.06 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 371 0.05 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 372 0.05 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 373 0.05 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 374 0.05 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 375 0.05 0.00 0.00 FALSE FALSE FALSE Pass- Qpost Below Qlf (0.302 (cfs)) 10/102/9/2023 5:24 PM

Excel Engineering

peakFlowStatisticsPre
Rank Start Date End Date Duration (hr) Peak (cfs) Freque ncy (%) Return Period (Yr) 1 1993/01/06 16:00:00 1993/01/08 02:00:00 69 5.27 0.29% 45 2 1971/02/23 04:30:00 1971/02/23 12:00:00 16 4.9 0.57% 22.5 3 1986/02/15 01:00:00 1986/02/15 11:30:00 22 4.86 0.86% 15 4 1995/01/25 08:00:00 1995/01/25 22:30:00 30 4.46 1.14% 11.25 5 1995/01/04 14:30:00 1995/01/04 22:30:00 17 4.06 1.43% 9 6 1998/02/14 14:00:00 1998/02/15 01:30:00 24 3.99 1.71% 7.5 7 2007/08/26 06:30:00 2007/08/26 08:30:00 5 3.98 2.00% 6.43 8 1983/12/25 05:30:00 1983/12/25 20:00:00 30 3.94 2.29% 5.63 9 1967/11/19 06:30:00 1967/11/20 03:30:00 43 3.9 2.57% 5 10 1978/01/16 05:30:00 1978/01/16 13:30:00 17 3.69 2.86% 4.5 11 1988/04/21 06:00:00 1988/04/21 22:30:00 34 3.65 3.14% 4.09 12 1966/12/05 00:30:00 1966/12/06 23:30:00 95 3.62 3.43% 3.75 13 1978/03/16 22:00:00 1978/03/17 17:30:00 40 3.6 3.71% 3.46 14 1983/03/01 14:00:00 1983/03/01 18:30:00 10 3.56 4.00% 3.21 15 1981/02/09 04:30:00 1981/02/09 08:30:00 9 3.52 4.29% 3 16 1972/11/14 13:00:00 1972/11/14 15:30:00 6 3.5 4.57% 2.81 17 1983/11/25 00:00:00 1983/11/25 03:30:00 8 3.47 4.86% 2.65 18 2007/01/30 23:30:00 2007/01/31 00:30:00 3 3.46 5.14% 2.5 19 1967/04/11 09:30:00 1967/04/12 05:30:00 41 3.32 5.43% 2.37 20 2005/01/09 03:30:00 2005/01/09 23:00:00 40 3.19 5.71% 2.25 21 2005/01/11 01:30:00 2005/01/11 09:30:00 17 3.19 6.00% 2.14 22 1969/01/24 07:00:00 1969/01/25 17:30:00 70 3.05 6.29% 2.05 23 1993/01/08 14:30:00 1993/01/10 01:30:00 71 3 6.57% 1.96 24 1998/01/09 15:30:00 1998/01/09 22:00:00 14 3 6.86% 1.88 25 1980/02/19 01:30:00 1980/02/20 01:30:00 49 2.99 7.14% 1.8 26 1967/12/18 14:30:00 1967/12/19 12:30:00 45 2.94 7.43% 1.73 27 1993/01/12 19:00:00 1993/01/14 06:00:00 71 2.94 7.71% 1.67 28 1980/01/28 08:00:00 1980/01/29 21:30:00 76 2.93 8.00% 1.61 29 1992/02/15 13:00:00 1992/02/15 18:30:00 12 2.88 8.29% 1.55 30 2007/11/30 10:00:00 2007/12/01 00:30:00 30 2.88 8.57% 1.5 31 1991/03/20 06:30:00 1991/03/21 02:30:00 41 2.86 8.86% 1.45 32 1980/03/02 20:30:00 1980/03/03 03:30:00 15 2.81 9.14% 1.41 33 2004/10/18 09:00:00 2004/10/18 11:30:00 6 2.81 9.43% 1.36 34 1998/02/03 16:00:00 1998/02/03 21:00:00 11 2.74 9.71% 1.32 35 2004/10/20 10:30:00 2004/10/20 16:30:00 13 2.67 10.00% 1.29 36 1993/02/08 00:30:00 1993/02/08 11:30:00 23 2.66 10.29% 1.25 37 1965/11/22 03:30:00 1965/11/23 06:00:00 54 2.62 10.57% 1.22 38 1985/11/25 00:00:00 1985/11/25 06:30:00 14 2.61 10.86% 1.18 39 1981/03/19 20:30:00 1981/03/19 22:30:00 5 2.54 11.14% 1.15 Peak Flow Statistics Table Values
SWMM.out file name: V:\22\22027\Engineering\TM\Storm\Working Files\Hydmod\22027 pre hydromod.out SWMM.out time stamp: 9/14/2022 3:04:49 PM
Q10: 4.240 (cfs)
Q5: 3.900 (cfs)
Q2: 3.020 (cfs)
1/82/9/2023 5:24 PM

Excel Engineering

peakFlowStatisticsPre
Rank Start Date End Date Duration (hr) Peak (cfs) Freque ncy (%) Return Period (Yr) 40 1974/12/04 08:30:00 1974/12/04 10:30:00 5 2.42 11.43% 1.13 41 1982/03/18 01:30:00 1982/03/19 03:30:00 53 2.37 11.71% 1.1 42 1980/02/20 17:00:00 1980/02/21 00:00:00 15 2.36 12.00% 1.07 43 2006/04/04 18:00:00 2006/04/05 09:30:00 32 2.35 12.29% 1.05 44 1993/11/14 16:30:00 1993/11/14 17:30:00 3 2.33 12.57% 1.02 45 1980/01/30 17:30:00 1980/01/30 19:30:00 5 2.32 12.86% 1 46 1980/02/17 21:00:00 1980/02/18 08:30:00 24 2.32 13.14% 0.98 47 1978/02/05 19:30:00 1978/02/06 22:30:00 55 2.3 13.43% 0.96 48 2004/10/27 03:30:00 2004/10/27 09:30:00 13 2.29 13.71% 0.94 49 1980/02/16 17:30:00 1980/02/17 00:30:00 15 2.28 14.00% 0.92 50 2003/02/25 16:30:00 2003/02/25 18:30:00 5 2.28 14.29% 0.9 51 1970/03/04 22:00:00 1970/03/05 01:30:00 8 2.27 14.57% 0.88 52 1979/01/17 11:30:00 1979/01/17 13:00:00 4 2.26 14.86% 0.87 53 1970/11/29 13:30:00 1970/11/30 00:00:00 22 2.23 15.14% 0.85 54 1976/04/14 10:30:00 1976/04/14 11:30:00 3 2.21 15.43% 0.83 55 1983/02/27 16:30:00 1983/02/27 19:30:00 7 2.2 15.71% 0.82 56 1980/01/10 22:30:00 1980/01/11 14:30:00 33 2.19 16.00% 0.8 57 1973/02/11 04:30:00 1973/02/11 06:30:00 5 2.17 16.29% 0.79 58 1979/01/05 23:00:00 1979/01/06 07:30:00 18 2.17 16.57% 0.78 59 2003/02/12 16:30:00 2003/02/12 20:00:00 8 2.17 16.86% 0.76 60 1974/01/04 18:30:00 1974/01/05 03:30:00 19 2.12 17.14% 0.75 61 1978/12/17 19:00:00 1978/12/17 21:30:00 6 2.1 17.43% 0.74 62 1969/02/06 07:30:00 1969/02/06 11:30:00 9 2.07 17.71% 0.73 63 1982/01/01 09:00:00 1982/01/01 11:30:00 6 2.06 18.00% 0.71 64 2004/02/26 06:00:00 2004/02/26 09:30:00 8 2.05 18.29% 0.7 65 1976/03/02 23:30:00 1976/03/03 02:30:00 7 2.01 18.57% 0.69 66 1995/03/11 02:00:00 1995/03/12 01:30:00 48 1.99 18.86% 0.68 67 1977/05/08 18:30:00 1977/05/08 22:30:00 9 1.98 19.14% 0.67 68 1970/02/28 16:00:00 1970/03/01 06:30:00 30 1.96 19.43% 0.66 69 1991/02/28 15:30:00 1991/03/01 13:30:00 45 1.96 19.71% 0.65 70 1982/12/22 22:30:00 1982/12/23 00:30:00 5 1.95 20.00% 0.64 71 1995/03/05 08:00:00 1995/03/06 01:30:00 36 1.93 20.29% 0.63 72 1965/12/13 00:30:00 1965/12/13 02:00:00 4 1.9 20.57% 0.63 73 1965/12/09 06:00:00 1965/12/09 15:30:00 20 1.89 20.86% 0.62 74 2004/02/22 13:30:00 2004/02/23 03:30:00 29 1.89 21.14% 0.61 75 1991/03/19 00:00:00 1991/03/19 04:30:00 10 1.88 21.43% 0.6 76 1998/02/08 15:30:00 1998/02/08 22:30:00 15 1.84 21.71% 0.59 77 1985/11/29 08:00:00 1985/11/29 18:30:00 22 1.79 22.00% 0.58 78 1976/12/31 08:30:00 1976/12/31 12:30:00 9 1.77 22.29% 0.58 79 1994/02/07 14:30:00 1994/02/07 21:30:00 15 1.76 22.57% 0.57 80 1983/03/23 17:30:00 1983/03/23 22:30:00 11 1.74 22.86% 0.56 81 1994/03/25 14:30:00 1994/03/25 15:30:00 3 1.74 23.14% 0.56 82 1965/04/09 11:00:00 1965/04/10 00:30:00 28 1.72 23.43% 0.55 83 1978/01/14 15:30:00 1978/01/15 05:30:00 29 1.71 23.71% 0.54 84 1981/03/01 04:30:00 1981/03/01 17:00:00 26 1.71 24.00% 0.54 85 1983/03/20 19:30:00 1983/03/21 03:30:00 17 1.7 24.29% 0.53 86 1992/02/06 16:30:00 1992/02/07 00:30:00 17 1.7 24.57% 0.52 2/82/9/2023 5:24 PM

Excel Engineering

peakFlowStatisticsPre
Rank Start Date End Date Duration (hr) Peak (cfs) Freque ncy (%) Return Period (Yr) 87 1974/03/08 01:30:00 1974/03/08 14:30:00 27 1.68 24.86% 0.52 88 1991/12/29 15:30:00 1991/12/29 18:30:00 7 1.68 25.14% 0.51 89 2003/03/15 16:30:00 2003/03/15 18:30:00 5 1.68 25.43% 0.51 90 2003/04/14 16:30:00 2003/04/14 17:30:00 3 1.68 25.71% 0.5 91 1970/12/21 03:00:00 1970/12/21 10:30:00 16 1.67 26.00% 0.5 92 1998/02/23 16:00:00 1998/02/23 21:30:00 12 1.64 26.29% 0.49 93 1983/03/02 14:00:00 1983/03/03 08:30:00 38 1.63 26.57% 0.48 94 1972/12/04 14:30:00 1972/12/04 19:30:00 11 1.61 26.86% 0.48 95 1980/03/06 00:30:00 1980/03/06 14:30:00 29 1.61 27.14% 0.47 96 1983/01/27 08:00:00 1983/01/27 14:30:00 14 1.6 27.43% 0.47 97 1976/02/08 14:30:00 1976/02/09 03:30:00 27 1.59 27.71% 0.46 98 1979/03/01 13:00:00 1979/03/01 20:30:00 16 1.59 28.00% 0.46 99 2006/01/02 13:30:00 2006/01/02 15:00:00 4 1.59 28.29% 0.46 100 1965/12/29 19:30:00 1965/12/29 21:30:00 5 1.58 28.57% 0.45 101 1988/12/24 21:30:00 1988/12/25 02:30:00 11 1.58 28.86% 0.45 102 1991/03/27 01:30:00 1991/03/27 12:30:00 23 1.57 29.14% 0.44 103 1982/03/15 13:30:00 1982/03/16 00:30:00 23 1.56 29.43% 0.44 104 1992/01/05 15:00:00 1992/01/06 03:30:00 26 1.55 29.71% 0.43 105 1996/01/31 17:30:00 1996/02/01 04:30:00 23 1.55 30.00% 0.43 106 1967/01/24 18:00:00 1967/01/25 00:30:00 14 1.54 30.29% 0.43 107 1970/03/02 03:30:00 1970/03/02 07:30:00 9 1.54 30.57% 0.42 108 1967/11/21 12:30:00 1967/11/21 14:30:00 5 1.53 30.86% 0.42 109 1992/02/12 18:00:00 1992/02/13 07:00:00 27 1.53 31.14% 0.41 110 1996/11/21 20:00:00 1996/11/22 03:30:00 16 1.53 31.43% 0.41 111 1975/03/08 08:30:00 1975/03/08 13:30:00 11 1.52 31.71% 0.41 112 1978/12/18 11:30:00 1978/12/18 13:30:00 5 1.51 32.00% 0.4 113 1987/01/07 07:30:00 1987/01/07 08:30:00 3 1.51 32.29% 0.4 114 1994/02/17 11:30:00 1994/02/17 14:00:00 6 1.51 32.57% 0.4 115 1998/02/17 16:30:00 1998/02/17 20:00:00 8 1.51 32.86% 0.39 116 1983/11/20 11:30:00 1983/11/20 12:30:00 3 1.5 33.14% 0.39 117 2004/02/02 23:30:00 2004/02/03 01:30:00 5 1.5 33.43% 0.39 118 1976/02/06 04:30:00 1976/02/06 07:30:00 7 1.48 33.71% 0.38 119 2005/01/03 07:30:00 2005/01/03 10:30:00 7 1.48 34.00% 0.38 120 1978/11/13 22:30:00 1978/11/13 23:30:00 3 1.47 34.29% 0.38 121 1973/01/16 19:30:00 1973/01/16 22:30:00 7 1.46 34.57% 0.37 122 1973/03/11 12:30:00 1973/03/11 17:30:00 11 1.45 34.86% 0.37 123 2002/12/20 16:30:00 2002/12/20 20:30:00 9 1.45 35.14% 0.37 124 1966/12/03 08:00:00 1966/12/03 20:30:00 26 1.44 35.43% 0.36 125 1978/03/13 07:00:00 1978/03/13 22:30:00 32 1.44 35.71% 0.36 126 1994/04/27 23:30:00 1994/04/28 01:30:00 5 1.43 36.00% 0.36 127 1969/01/14 07:00:00 1969/01/14 12:30:00 12 1.42 36.29% 0.35 128 1964/11/17 17:30:00 1964/11/17 23:30:00 13 1.41 36.57% 0.35 129 1967/01/22 19:00:00 1967/01/23 01:30:00 14 1.38 36.86% 0.35 130 1986/11/17 22:00:00 1986/11/18 02:30:00 10 1.38 37.14% 0.35 131 1993/01/15 13:00:00 1993/01/16 21:00:00 65 1.38 37.43% 0.34 132 1998/02/06 16:30:00 1998/02/06 20:30:00 9 1.37 37.71% 0.34 133 2006/03/10 17:00:00 2006/03/11 04:30:00 24 1.37 38.00% 0.34 3/82/9/2023 5:24 PM

Excel Engineering

peakFlowStatisticsPre
Rank Start Date End Date Duration (hr) Peak (cfs) Freque ncy (%) Return Period (Yr) 134 1980/02/14 01:00:00 1980/02/14 09:30:00 18 1.36 38.29% 0.34 135 1988/01/17 11:30:00 1988/01/17 21:30:00 21 1.36 38.57% 0.33 136 1996/12/09 18:00:00 1996/12/09 20:30:00 6 1.36 38.86% 0.33 137 1998/03/28 16:30:00 1998/03/28 20:30:00 9 1.36 39.14% 0.33 138 1990/01/17 02:30:00 1990/01/17 04:30:00 5 1.34 39.43% 0.33 139 1973/11/22 22:30:00 1973/11/23 02:30:00 9 1.33 39.71% 0.32 140 1993/03/28 02:30:00 1993/03/28 03:30:00 3 1.33 40.00% 0.32 141 1993/01/17 23:00:00 1993/01/18 18:30:00 40 1.32 40.29% 0.32 142 2005/02/22 18:30:00 2005/02/23 11:30:00 35 1.32 40.57% 0.32 143 1987/11/04 16:30:00 1987/11/04 23:30:00 15 1.31 40.86% 0.32 144 2002/12/16 16:30:00 2002/12/16 20:00:00 8 1.31 41.14% 0.31 145 2005/02/21 03:00:00 2005/02/21 14:30:00 24 1.31 41.43% 0.31 146 2001/11/24 16:30:00 2001/11/24 18:00:00 4 1.29 41.71% 0.31 147 1980/01/09 05:00:00 1980/01/09 19:30:00 30 1.27 42.00% 0.31 148 1998/05/12 16:30:00 1998/05/12 19:30:00 7 1.27 42.29% 0.3 149 2001/01/11 04:00:00 2001/01/11 09:30:00 12 1.27 42.57% 0.3 150 2002/11/08 16:30:00 2002/11/08 17:30:00 3 1.27 42.86% 0.3 151 1965/11/16 17:30:00 1965/11/16 23:30:00 13 1.26 43.14% 0.3 152 1986/03/10 15:30:00 1986/03/10 20:30:00 11 1.26 43.43% 0.3 153 1966/11/07 16:00:00 1966/11/07 18:30:00 6 1.25 43.71% 0.29 154 1992/12/29 14:00:00 1992/12/29 20:30:00 14 1.25 44.00% 0.29 155 1995/02/14 08:30:00 1995/02/14 10:30:00 5 1.25 44.29% 0.29 156 1965/04/08 14:00:00 1965/04/08 19:30:00 12 1.24 44.57% 0.29 157 1994/02/20 15:30:00 1994/02/20 16:30:00 3 1.23 44.86% 0.29 158 2003/02/13 16:30:00 2003/02/13 18:30:00 5 1.19 45.14% 0.29 159 1991/02/27 18:00:00 1991/02/27 23:30:00 12 1.16 45.43% 0.28 160 1968/03/08 09:30:00 1968/03/08 13:30:00 9 1.15 45.71% 0.28 161 1986/02/08 05:00:00 1986/02/08 07:30:00 6 1.14 46.00% 0.28 162 2008/02/22 03:30:00 2008/02/22 10:30:00 15 1.13 46.29% 0.28 163 1987/12/16 19:00:00 1987/12/16 23:00:00 9 1.11 46.57% 0.28 164 2004/12/29 01:30:00 2004/12/29 06:30:00 11 1.11 46.86% 0.27 165 1969/02/25 05:00:00 1969/02/25 23:30:00 38 1.1 47.14% 0.27 166 1974/01/06 12:30:00 1974/01/08 04:30:00 81 1.1 47.43% 0.27 167 1995/03/23 11:30:00 1995/03/23 13:30:00 5 1.09 47.71% 0.27 168 2005/01/07 14:00:00 2005/01/07 16:30:00 6 1.09 48.00% 0.27 169 1969/02/23 22:30:00 1969/02/24 08:30:00 21 1.08 48.29% 0.27 170 1987/01/04 16:30:00 1987/01/04 23:30:00 15 1.08 48.57% 0.27 171 1969/01/21 07:30:00 1969/01/21 16:30:00 19 1.07 48.86% 0.26 172 1969/02/22 02:00:00 1969/02/22 07:30:00 12 1.07 49.14% 0.26 173 1970/03/08 12:00:00 1970/03/08 19:30:00 16 1.07 49.43% 0.26 174 1975/03/10 11:00:00 1975/03/10 22:30:00 24 1.06 49.71% 0.26 175 1983/01/29 01:30:00 1983/01/29 04:30:00 7 1.06 50.00% 0.26 176 1983/02/08 04:00:00 1983/02/08 06:30:00 6 1.06 50.29% 0.26 177 2008/02/03 10:30:00 2008/02/03 16:00:00 12 1.06 50.57% 0.25 178 1973/03/08 13:00:00 1973/03/08 20:30:00 16 1.05 50.86% 0.25 179 1985/11/11 10:00:00 1985/11/11 16:30:00 14 1.05 51.14% 0.25 180 1990/01/14 04:00:00 1990/01/14 06:30:00 6 1.05 51.43% 0.25 4/82/9/2023 5:24 PM

Excel Engineering

peakFlowStatisticsPre
Rank Start Date End Date Duration (hr) Peak (cfs) Freque ncy (%) Return Period (Yr) 181 1995/01/07 19:00:00 1995/01/08 04:30:00 20 1.05 51.71% 0.25 182 1972/11/16 12:00:00 1972/11/16 17:30:00 12 1.04 52.00% 0.25 183 1982/02/10 10:00:00 1982/02/10 21:30:00 24 1.04 52.29% 0.25 184 1983/03/18 04:00:00 1983/03/18 19:30:00 32 1.04 52.57% 0.25 185 2003/02/11 17:00:00 2003/02/11 17:30:00 2 1.04 52.86% 0.24 186 1975/04/08 03:00:00 1975/04/09 01:30:00 46 1.03 53.14% 0.24 187 1980/01/18 18:00:00 1980/01/19 01:00:00 15 1.03 53.43% 0.24 188 2008/01/06 06:00:00 2008/01/06 07:30:00 4 1.03 53.71% 0.24 189 1967/03/13 15:30:00 1967/03/13 22:30:00 15 1.02 54.00% 0.24 190 1993/02/19 18:00:00 1993/02/20 00:00:00 13 1.02 54.29% 0.24 191 1965/12/14 14:30:00 1965/12/14 17:00:00 6 1.01 54.57% 0.24 192 1992/12/07 10:30:00 1992/12/07 17:30:00 15 1.01 54.86% 0.23 193 1998/02/24 16:30:00 1998/02/24 19:30:00 7 1.01 55.14% 0.23 194 2000/02/21 16:30:00 2000/02/21 19:30:00 7 1.01 55.43% 0.23 195 2002/11/29 16:30:00 2002/11/29 19:30:00 7 1.01 55.71% 0.23 196 1971/12/27 14:00:00 1971/12/27 18:30:00 10 1 56.00% 0.23 197 1976/03/01 16:30:00 1976/03/01 19:30:00 7 1 56.29% 0.23 198 1976/11/12 01:30:00 1976/11/12 09:30:00 17 0.99 56.57% 0.23 199 1979/03/27 21:30:00 1979/03/28 03:30:00 13 0.99 56.86% 0.23 200 1998/01/10 16:30:00 1998/01/10 18:30:00 5 0.99 57.14% 0.23 201 1971/12/25 04:30:00 1971/12/25 23:30:00 39 0.98 57.43% 0.22 202 1988/12/21 06:30:00 1988/12/21 07:30:00 3 0.98 57.71% 0.22 203 1991/03/26 01:00:00 1991/03/26 06:30:00 12 0.98 58.00% 0.22 204 1997/01/12 16:00:00 1997/01/13 12:30:00 42 0.98 58.29% 0.22 205 1998/04/11 16:30:00 1998/04/11 19:30:00 7 0.98 58.57% 0.22 206 1996/02/25 10:00:00 1996/02/25 10:30:00 2 0.97 58.86% 0.22 207 1973/02/12 01:00:00 1973/02/12 02:30:00 4 0.96 59.14% 0.22 208 1979/03/17 05:30:00 1979/03/17 08:30:00 7 0.96 59.43% 0.22 209 1980/03/10 18:00:00 1980/03/10 20:30:00 6 0.96 59.71% 0.22 210 1981/03/05 06:30:00 1981/03/05 15:30:00 19 0.96 60.00% 0.21 211 1986/03/15 21:30:00 1986/03/16 18:30:00 43 0.96 60.29% 0.21 212 1988/11/25 10:30:00 1988/11/25 11:30:00 3 0.96 60.57% 0.21 213 1973/01/18 20:30:00 1973/01/19 02:30:00 13 0.95 60.86% 0.21 214 1997/12/06 16:30:00 1997/12/06 19:00:00 6 0.94 61.14% 0.21 215 1998/02/22 16:30:00 1998/02/22 19:00:00 6 0.94 61.43% 0.21 216 1968/04/01 20:00:00 1968/04/01 20:30:00 2 0.93 61.71% 0.21 217 1972/11/11 08:00:00 1972/11/11 09:30:00 4 0.93 62.00% 0.21 218 1992/03/02 11:00:00 1992/03/02 11:30:00 2 0.93 62.29% 0.21 219 1976/09/10 06:00:00 1976/09/10 21:30:00 32 0.92 62.57% 0.21 220 1998/03/25 16:30:00 1998/03/25 18:30:00 5 0.92 62.86% 0.21 221 2004/03/02 03:00:00 2004/03/02 04:30:00 4 0.92 63.14% 0.2 222 1978/03/14 20:30:00 1978/03/15 03:30:00 15 0.91 63.43% 0.2 223 1979/01/31 07:00:00 1979/01/31 10:30:00 8 0.91 63.71% 0.2 224 1982/11/30 12:00:00 1982/11/30 19:30:00 16 0.91 64.00% 0.2 225 1970/12/19 02:00:00 1970/12/19 06:30:00 10 0.9 64.29% 0.2 226 1971/05/07 19:30:00 1971/05/07 21:30:00 5 0.9 64.57% 0.2 227 1973/03/21 23:30:00 1973/03/22 02:30:00 7 0.89 64.86% 0.2 5/82/9/2023 5:24 PM

Excel Engineering

peakFlowStatisticsPre
Rank Start Date End Date Duration (hr) Peak (cfs) Freque ncy (%) Return Period (Yr) 228 1979/01/05 07:30:00 1979/01/05 08:30:00 3 0.89 65.14% 0.2 229 1983/04/30 04:00:00 1983/04/30 05:30:00 4 0.89 65.43% 0.2 230 1993/02/23 23:00:00 1993/02/24 05:30:00 14 0.89 65.71% 0.2 231 1996/01/21 19:00:00 1996/01/21 20:30:00 4 0.89 66.00% 0.2 232 1969/01/20 09:00:00 1969/01/20 09:30:00 2 0.88 66.29% 0.19 233 1986/03/12 13:30:00 1986/03/12 14:30:00 3 0.88 66.57% 0.19 234 1979/01/18 07:00:00 1979/01/18 16:30:00 20 0.86 66.86% 0.19 235 1978/03/18 14:00:00 1978/03/18 14:30:00 2 0.85 67.14% 0.19 236 1977/08/17 01:00:00 1977/08/17 10:30:00 20 0.84 67.43% 0.19 237 1965/12/16 05:30:00 1965/12/16 09:00:00 8 0.83 67.71% 0.19 238 1969/02/18 18:00:00 1969/02/18 19:30:00 4 0.83 68.00% 0.19 239 1995/01/12 09:00:00 1995/01/12 15:00:00 13 0.83 68.29% 0.19 240 1992/01/07 20:00:00 1992/01/07 22:30:00 6 0.82 68.57% 0.19 241 2003/03/16 17:00:00 2003/03/16 18:00:00 3 0.81 68.86% 0.19 242 1976/04/12 23:30:00 1976/04/13 04:30:00 11 0.8 69.14% 0.19 243 1967/04/22 03:00:00 1967/04/22 05:30:00 6 0.79 69.43% 0.19 244 1965/04/01 22:00:00 1965/04/02 02:30:00 10 0.78 69.71% 0.18 245 2006/02/28 00:00:00 2006/02/28 07:30:00 16 0.77 70.00% 0.18 246 2008/01/05 04:30:00 2008/01/05 11:30:00 15 0.77 70.29% 0.18 247 1982/11/10 11:00:00 1982/11/10 12:30:00 4 0.76 70.57% 0.18 248 1982/11/11 01:00:00 1982/11/11 01:30:00 2 0.76 70.86% 0.18 249 1986/09/25 03:00:00 1986/09/25 06:30:00 8 0.76 71.14% 0.18 250 2002/03/17 23:00:00 2002/03/17 23:30:00 2 0.76 71.43% 0.18 251 1977/12/26 04:00:00 1977/12/26 18:30:00 30 0.75 71.71% 0.18 252 1979/02/21 05:30:00 1979/02/21 18:30:00 27 0.75 72.00% 0.18 253 1978/04/07 01:00:00 1978/04/07 02:30:00 4 0.74 72.29% 0.18 254 1993/01/31 02:00:00 1993/01/31 02:30:00 2 0.74 72.57% 0.18 255 1978/11/21 19:00:00 1978/11/21 20:30:00 4 0.72 72.86% 0.18 256 1982/01/20 23:00:00 1982/01/21 01:30:00 6 0.72 73.14% 0.18 257 1988/04/20 07:30:00 1988/04/20 13:30:00 13 0.71 73.43% 0.18 258 1995/12/20 17:00:00 1995/12/20 17:30:00 2 0.71 73.71% 0.17 259 1975/04/06 12:00:00 1975/04/06 13:30:00 4 0.7 74.00% 0.17 260 1978/03/31 02:30:00 1978/03/31 03:30:00 3 0.7 74.29% 0.17 261 1983/05/01 07:00:00 1983/05/01 08:30:00 4 0.7 74.57% 0.17 262 1994/04/26 21:00:00 1994/04/26 21:30:00 2 0.69 74.86% 0.17 263 1995/04/18 10:00:00 1995/04/18 11:30:00 4 0.69 75.14% 0.17 264 2008/01/06 23:30:00 2008/01/07 05:30:00 13 0.69 75.43% 0.17 265 1982/03/28 18:00:00 1982/03/28 18:30:00 2 0.68 75.71% 0.17 266 2000/02/13 17:00:00 2000/02/13 18:30:00 4 0.68 76.00% 0.17 267 1969/03/13 14:00:00 1969/03/13 18:30:00 10 0.67 76.29% 0.17 268 2006/03/28 22:00:00 2006/03/29 01:30:00 8 0.64 76.57% 0.17 269 2005/03/22 22:30:00 2005/03/23 00:00:00 4 0.63 76.86% 0.17 270 1973/03/20 08:30:00 1973/03/20 11:30:00 7 0.62 77.14% 0.17 271 1978/01/30 12:00:00 1978/01/30 13:30:00 4 0.62 77.43% 0.17 272 2006/03/21 02:00:00 2006/03/21 03:00:00 3 0.59 77.71% 0.17 273 2001/12/21 17:00:00 2001/12/21 18:30:00 4 0.58 78.00% 0.17 274 1979/10/20 13:30:00 1979/10/20 15:30:00 5 0.56 78.29% 0.16 6/82/9/2023 5:24 PM

Excel Engineering

peakFlowStatisticsPre
Rank Start Date End Date Duration (hr) Peak (cfs) Freque ncy (%) Return Period (Yr) 275 1965/11/25 11:00:00 1965/11/25 13:30:00 6 0.55 78.57% 0.16 276 1994/12/25 03:00:00 1994/12/25 03:30:00 2 0.55 78.86% 0.16 277 1991/03/25 07:00:00 1991/03/25 09:00:00 5 0.53 79.14% 0.16 278 1996/12/11 14:00:00 1996/12/11 16:30:00 6 0.53 79.43% 0.16 279 1997/01/25 23:00:00 1997/01/26 09:30:00 22 0.52 79.71% 0.16 280 1998/03/26 17:00:00 1998/03/26 18:30:00 4 0.52 80.00% 0.16 281 1985/12/02 23:00:00 1985/12/03 03:30:00 10 0.51 80.29% 0.16 282 1990/06/10 04:00:00 1990/06/10 05:30:00 4 0.49 80.57% 0.16 283 1995/01/10 21:30:00 1995/01/10 23:30:00 5 0.49 80.86% 0.16 284 2008/02/14 12:00:00 2008/02/14 13:30:00 4 0.49 81.14% 0.16 285 1992/03/23 03:30:00 1992/03/23 04:30:00 3 0.48 81.43% 0.16 286 1970/03/11 12:00:00 1970/03/11 16:30:00 10 0.47 81.71% 0.16 287 1980/03/26 00:00:00 1980/03/26 01:30:00 4 0.47 82.00% 0.16 288 2003/12/25 18:30:00 2003/12/25 19:30:00 3 0.46 82.29% 0.16 289 2005/02/12 00:00:00 2005/02/12 12:30:00 26 0.46 82.57% 0.16 290 1965/02/06 18:00:00 1965/02/06 18:30:00 2 0.45 82.86% 0.16 291 1969/01/26 18:30:00 1969/01/26 20:30:00 5 0.45 83.14% 0.16 292 2001/01/12 09:00:00 2001/01/12 09:30:00 2 0.45 83.43% 0.15 293 2002/11/09 17:00:00 2002/11/09 17:30:00 2 0.45 83.71% 0.15 294 1997/01/15 19:30:00 1997/01/15 20:30:00 3 0.44 84.00% 0.15 295 1969/01/28 19:30:00 1969/01/28 20:30:00 3 0.43 84.29% 0.15 296 1973/02/12 23:00:00 1973/02/13 01:30:00 6 0.42 84.57% 0.15 297 1993/01/10 17:30:00 1993/01/10 18:30:00 3 0.42 84.86% 0.15 298 1972/12/08 12:30:00 1972/12/08 14:30:00 5 0.41 85.14% 0.15 299 1979/03/19 01:00:00 1979/03/19 05:30:00 10 0.41 85.43% 0.15 300 1981/02/25 21:30:00 1981/02/25 22:30:00 3 0.41 85.71% 0.15 301 1970/03/06 21:30:00 1970/03/07 01:30:00 9 0.4 86.00% 0.15 302 1975/03/11 12:00:00 1975/03/11 14:30:00 6 0.4 86.29% 0.15 303 1983/03/22 12:30:00 1983/03/22 15:30:00 7 0.4 86.57% 0.15 304 2005/01/04 04:00:00 2005/01/04 12:30:00 18 0.38 86.86% 0.15 305 1973/03/06 23:00:00 1973/03/07 01:30:00 6 0.37 87.14% 0.15 306 1979/02/02 15:30:00 1979/02/02 16:30:00 3 0.37 87.43% 0.15 307 1982/04/02 12:00:00 1982/04/02 16:30:00 10 0.37 87.71% 0.15 308 1983/12/03 17:00:00 1983/12/03 17:30:00 2 0.37 88.00% 0.15 309 1969/03/21 20:00:00 1969/03/21 20:30:00 2 0.36 88.29% 0.15 310 1971/12/28 13:00:00 1971/12/28 15:30:00 6 0.36 88.57% 0.15 311 1975/02/10 02:00:00 1975/02/10 03:30:00 4 0.35 88.86% 0.15 312 1977/01/03 23:00:00 1977/01/04 00:30:00 4 0.35 89.14% 0.14 313 1987/11/02 03:00:00 1987/11/02 04:30:00 4 0.35 89.43% 0.14 314 1994/03/25 00:00:00 1994/03/25 01:30:00 4 0.35 89.71% 0.14 315 2007/12/08 07:00:00 2007/12/08 08:00:00 3 0.35 90.00% 0.14 316 1979/02/01 11:00:00 1979/02/01 11:30:00 2 0.34 90.29% 0.14 317 1979/03/20 03:00:00 1979/03/20 03:30:00 2 0.34 90.57% 0.14 318 1965/04/03 07:30:00 1965/04/03 20:30:00 27 0.32 90.86% 0.14 319 1965/12/10 04:30:00 1965/12/10 10:30:00 13 0.31 91.14% 0.14 320 1973/02/28 05:00:00 1973/02/28 06:30:00 4 0.3 91.43% 0.14 321 2005/02/18 05:30:00 2005/02/18 07:30:00 5 0.3 91.71% 0.14 7/82/9/2023 5:24 PM

Excel Engineering

peakFlowStatisticsPre
Rank Start Date End Date Duration (hr) Peak (cfs) Freque ncy (%) Return Period (Yr) 322 1976/04/15 16:30:00 1976/04/15 17:30:00 3 0.29 92.00% 0.14 323 1998/01/29 17:00:00 1998/01/29 18:30:00 4 0.28 92.29% 0.14 324 2003/05/03 17:00:00 2003/05/03 18:00:00 3 0.28 92.57% 0.14 325 1976/02/07 07:00:00 1976/02/07 09:30:00 6 0.26 92.86% 0.14 326 1981/11/28 22:00:00 1981/11/28 23:30:00 4 0.26 93.14% 0.14 327 2000/02/17 17:00:00 2000/02/17 18:00:00 3 0.24 93.43% 0.14 328 1995/12/23 10:00:00 1995/12/23 10:30:00 2 0.23 93.71% 0.14 329 1983/11/21 10:00:00 1983/11/21 10:30:00 2 0.2 94.00% 0.14 330 1998/03/29 17:00:00 1998/03/29 18:00:00 3 0.19 94.29% 0.14 331 2004/10/19 16:00:00 2004/10/19 16:30:00 2 0.19 94.57% 0.14 332 1996/02/25 23:00:00 1996/02/26 01:00:00 5 0.18 94.86% 0.14 333 1974/04/02 05:00:00 1974/04/02 07:30:00 6 0.17 95.14% 0.14 334 1986/03/13 17:00:00 1986/03/13 20:00:00 7 0.15 95.43% 0.14 335 1986/12/06 17:30:00 1986/12/06 18:30:00 3 0.13 95.71% 0.13 336 2004/12/31 16:00:00 2004/12/31 17:30:00 4 0.13 96.00% 0.13 337 1974/10/29 05:00:00 1974/10/29 08:30:00 8 0.08 96.29% 0.13 338 1978/03/12 14:00:00 1978/03/12 14:30:00 2 0.08 96.57% 0.13 339 1975/12/11 23:00:00 1975/12/11 23:30:00 2 0.07 96.86% 0.13 340 1978/03/22 05:00:00 1978/03/22 05:30:00 2 0.07 97.14% 0.13 341 1983/02/25 00:00:00 1983/02/25 00:30:00 2 0.07 97.43% 0.13 342 2005/02/19 00:00:00 2005/02/19 00:30:00 2 0.07 97.71% 0.13 343 1992/03/26 19:00:00 1992/03/26 19:30:00 2 0.06 98.00% 0.13 344 2005/04/28 09:00:00 2005/04/28 09:30:00 2 0.02 98.29% 0.13 345 1976/02/05 06:00:00 1976/02/05 06:30:00 2 0.01 98.57% 0.13 346 1996/02/27 22:00:00 1996/02/27 22:30:00 2 0.01 98.86% 0.13 347 2008/01/23 22:00:00 2008/01/23 22:30:00 2 0.01 99.14% 0.13 348 1994/03/19 04:00:00 1994/03/19 04:30:00 2 0 99.43% 0.13 349 2000/10/30 00:00:00 2000/10/30 00:30:00 2 0 99.71% 0.13 -------------End of Data-----------------
8/82/9/2023 5:24 PM

Excel Engineering

peakFlowStatisticsPostMitigated
Rank Start Date End Date Duration (hr) Peak (cfs) Freque ncy (%) Return Period (Yr) 1 1993/01/06 01:15:00 1993/01/23 10:15:00 1669 2.95 0.11% 45 2 1995/01/03 06:15:00 1995/01/19 14:45:00 1571 2.32 0.22% 22.5 3 1971/02/23 03:15:00 1971/02/28 06:00:00 492 2.29 0.34% 15 4 1986/02/14 22:15:00 1986/02/20 09:45:00 527 2.2 0.45% 11.25 5 1995/01/23 20:15:00 1995/01/30 07:15:00 621 2.13 0.56% 9 6 1978/01/14 13:15:00 1978/01/21 04:30:00 638 2.05 0.67% 7.5 7 1966/12/03 04:15:00 1966/12/11 14:30:00 810 2.04 0.78% 6.43 8 1978/03/11 16:15:00 1978/03/25 13:45:00 1335 2.04 0.89% 5.63 9 1998/02/14 01:15:00 1998/02/28 14:00:00 1396 1.96 1.01% 5 10 1967/11/19 02:15:00 1967/11/26 14:00:00 720 1.82 1.12% 4.5 11 2007/08/26 06:15:00 2007/08/29 21:45:00 351 1.82 1.23% 4.09 12 1983/02/24 08:15:00 1983/03/09 03:45:00 1231 1.8 1.34% 3.75 13 1983/12/24 18:15:00 1983/12/30 21:45:00 591 1.78 1.45% 3.46 14 1969/01/13 16:15:00 1969/01/31 17:00:00 1732 1.7 1.56% 3.21 15 1988/04/19 22:15:00 1988/04/26 10:30:00 626 1.69 1.68% 3 16 1980/01/27 19:15:00 1980/02/04 10:30:00 734 1.63 1.79% 2.81 17 1980/02/13 11:15:00 1980/02/25 21:15:00 1193 1.6 1.90% 2.65 18 1981/02/08 16:15:00 1981/02/14 02:00:00 520 1.58 2.01% 2.5 19 2007/01/30 10:15:00 2007/02/03 19:45:00 423 1.57 2.12% 2.37 20 1972/11/14 11:15:00 1972/11/20 19:30:00 610 1.56 2.23% 2.25 21 1967/04/11 07:15:00 1967/04/15 21:15:00 441 1.54 2.35% 2.14 22 1983/11/24 22:15:00 1983/11/28 15:45:00 359 1.54 2.46% 2.05 23 2007/11/30 06:15:00 2007/12/05 16:30:00 522 1.52 2.57% 1.96 24 2004/12/28 05:15:00 2005/01/16 05:45:00 1827 1.49 2.68% 1.88 25 1965/11/21 21:15:00 1965/11/28 18:00:00 660 1.46 2.79% 1.8 26 1998/01/09 01:15:00 1998/01/16 00:45:00 671 1.43 2.91% 1.73 27 2004/10/18 04:15:00 2004/10/25 05:30:00 678 1.41 3.02% 1.67 28 1967/12/16 12:15:00 1967/12/24 09:30:00 758 1.33 3.13% 1.61 29 1991/03/18 23:15:00 1991/04/01 08:00:00 1284 1.33 3.24% 1.55 30 1992/02/12 17:15:00 1992/02/19 17:45:00 675 1.32 3.35% 1.5 31 1980/03/02 19:15:00 1980/03/14 03:15:00 1089 1.31 3.46% 1.45 32 1998/02/03 01:15:00 1998/02/12 22:30:00 950 1.3 3.58% 1.41 33 1993/02/07 11:15:00 1993/02/13 12:45:00 583 1.22 3.69% 1.36 34 1979/01/05 06:15:00 1979/01/11 23:30:00 646 1.2 3.80% 1.32 35 1985/11/24 14:15:00 1985/12/06 12:30:00 1146 1.13 3.91% 1.29 36 2003/02/25 01:15:00 2003/03/02 20:15:00 557 1.11 4.02% 1.25 37 1995/03/03 04:15:00 1995/03/10 19:00:00 732 1.09 4.13% 1.22 38 1982/03/15 11:15:00 1982/03/24 10:00:00 860 1.06 4.25% 1.18 39 1974/12/04 02:15:00 1974/12/08 09:00:00 412 1.05 4.36% 1.15 Peak Flow Statistics Table Values
SWMM.out file name: V:\22\22027\Engineering\TM\Storm\Working Files\Hydmod\22027 post hydromod.out SWMM.out time stamp: 2/9/2023 10:24:07 AM
1/202/9/2023 5:24 PM

Excel Engineering

peakFlowStatisticsPostMitigated
Rank Start Date End Date Duration (hr) Peak (cfs) Freque ncy (%) Return Period (Yr) 40 2004/10/27 01:15:00 2004/11/01 13:00:00 528 1.04 4.47% 1.13 41 1970/02/28 12:15:00 1970/03/14 23:15:00 1389 1.03 4.58% 1.1 42 1978/02/04 23:15:00 1978/02/11 02:00:00 588 1.02 4.69% 1.07 43 1979/01/15 13:15:00 1979/01/21 21:30:00 610 1.01 4.80% 1.05 44 1980/01/08 23:15:00 1980/01/17 03:15:00 785 1.01 4.92% 1.02 45 1991/02/27 12:15:00 1991/03/06 03:30:00 638 1.01 5.03% 1 46 2003/02/11 01:15:00 2003/02/18 20:15:00 749 1 5.14% 0.98 47 1981/12/30 06:15:00 1982/01/07 09:15:00 781 0.99 5.25% 0.96 48 1993/11/14 16:15:00 1993/11/16 02:45:00 139 0.99 5.36% 0.94 49 2004/02/21 14:15:00 2004/03/05 03:00:00 1204 0.98 5.47% 0.92 50 1970/11/28 19:15:00 1970/12/04 18:15:00 573 0.97 5.59% 0.9 51 2006/04/04 17:15:00 2006/04/09 04:15:00 429 0.97 5.70% 0.88 52 1969/02/05 02:15:00 1969/02/10 12:15:00 521 0.96 5.81% 0.87 53 1981/03/19 19:15:00 1981/03/23 08:45:00 343 0.93 5.92% 0.85 54 1978/12/16 21:15:00 1978/12/23 18:15:00 661 0.92 6.03% 0.83 55 1967/01/22 15:15:00 1967/01/29 15:30:00 674 0.91 6.15% 0.82 56 1976/04/12 17:15:00 1976/04/18 11:45:00 555 0.91 6.26% 0.8 57 1973/02/10 21:15:00 1973/02/16 08:45:00 527 0.87 6.37% 0.79 58 1976/03/01 07:15:00 1976/03/07 07:30:00 578 0.86 6.48% 0.78 59 1965/12/09 03:15:00 1965/12/19 12:00:00 996 0.85 6.59% 0.76 60 2003/04/14 01:15:00 2003/04/18 23:30:00 474 0.84 6.70% 0.75 61 1974/01/04 16:15:00 1974/01/13 01:45:00 807 0.83 6.82% 0.74 62 1977/05/08 09:15:00 1977/05/14 07:45:00 571 0.81 6.93% 0.73 63 1965/03/31 13:15:00 1965/04/14 07:45:00 1323 0.8 7.04% 0.71 64 2006/01/01 20:15:00 2006/01/05 22:15:00 393 0.8 7.15% 0.7 65 1994/02/03 19:15:00 1994/02/11 20:45:00 775 0.79 7.26% 0.69 66 1974/03/06 18:15:00 1974/03/13 04:45:00 619 0.78 7.37% 0.68 67 1992/02/06 07:15:00 1992/02/12 06:30:00 574 0.76 7.49% 0.67 68 2003/03/15 01:15:00 2003/03/20 06:15:00 501 0.76 7.60% 0.66 69 1976/02/04 03:15:00 1976/02/14 11:30:00 994 0.75 7.71% 0.65 70 1982/12/22 17:15:00 1982/12/26 18:15:00 389 0.75 7.82% 0.64 71 1965/12/29 07:15:00 1966/01/02 15:45:00 419 0.74 7.93% 0.63 72 1970/12/16 21:15:00 1970/12/25 17:45:00 851 0.74 8.04% 0.63 73 1983/03/17 03:15:00 1983/03/27 13:45:00 1003 0.74 8.16% 0.62 74 1994/03/24 20:15:00 1994/03/28 17:45:00 375 0.74 8.27% 0.61 75 1976/12/30 12:15:00 1977/01/09 07:00:00 940 0.73 8.38% 0.6 76 1981/02/25 19:15:00 1981/03/08 13:45:00 1035 0.73 8.49% 0.59 77 1991/12/27 23:15:00 1992/01/02 00:15:00 485 0.71 8.60% 0.58 78 1987/01/04 12:15:00 1987/01/11 06:30:00 650 0.69 8.72% 0.58 79 1992/01/02 22:15:00 1992/01/11 18:30:00 850 0.69 8.83% 0.57 80 1996/01/31 03:15:00 1996/02/05 21:45:00 555 0.65 8.94% 0.56 81 1996/11/21 15:15:00 1996/11/27 00:45:00 519 0.65 9.05% 0.56 82 1972/12/04 11:15:00 1972/12/11 20:45:00 711 0.64 9.16% 0.55 83 1995/03/11 01:15:00 1995/03/16 10:30:00 518 0.64 9.27% 0.54 84 2002/11/08 01:15:00 2002/11/13 01:15:00 481 0.64 9.39% 0.54 85 1979/03/01 06:15:00 1979/03/05 14:15:00 417 0.63 9.50% 0.53 86 1975/03/05 21:15:00 1975/03/16 11:00:00 1016 0.62 9.61% 0.52 2/202/9/2023 5:24 PM

Excel Engineering

peakFlowStatisticsPostMitigated
Rank Start Date End Date Duration (hr) Peak (cfs) Freque ncy (%) Return Period (Yr) 87 2005/02/18 03:15:00 2005/02/28 03:30:00 962 0.62 9.72% 0.52 88 1965/11/14 06:15:00 1965/11/21 10:45:00 691 0.61 9.83% 0.51 89 1983/01/27 06:15:00 1983/02/01 09:30:00 494 0.61 9.94% 0.51 90 1990/01/14 02:15:00 1990/01/19 23:45:00 567 0.61 10.06% 0.5 91 2002/12/20 01:15:00 2002/12/24 10:00:00 420 0.61 10.17% 0.5 92 1978/11/10 17:15:00 1978/11/17 01:45:00 611 0.6 10.28% 0.49 93 1986/03/08 14:15:00 1986/03/20 11:15:00 1141 0.6 10.39% 0.48 94 1996/12/09 14:15:00 1996/12/15 04:45:00 539 0.6 10.50% 0.48 95 2001/11/24 01:15:00 2001/11/27 05:30:00 306 0.6 10.61% 0.47 96 1988/12/15 06:15:00 1988/12/28 23:15:00 1317 0.59 10.73% 0.47 97 1969/02/18 08:15:00 1969/03/03 08:30:00 1250 0.58 10.84% 0.46 98 1987/11/04 14:15:00 1987/11/08 15:30:00 390 0.58 10.95% 0.46 99 1998/03/25 01:15:00 1998/04/04 00:30:00 958 0.57 11.06% 0.46 100 2004/02/02 22:15:00 2004/02/05 21:45:00 287 0.57 11.17% 0.45 101 1973/01/16 14:15:00 1973/01/22 13:00:00 572 0.56 11.28% 0.45 102 1973/03/03 23:15:00 1973/03/16 03:15:00 1169 0.56 11.40% 0.44 103 1983/11/20 08:15:00 1983/11/24 03:15:00 365 0.56 11.51% 0.44 104 1994/02/17 10:15:00 1994/02/23 10:15:00 577 0.56 11.62% 0.43 105 1992/12/27 15:15:00 1993/01/04 14:30:00 766 0.54 11.73% 0.43 106 1995/02/13 09:15:00 1995/02/18 13:45:00 499 0.54 11.84% 0.43 107 2006/03/10 12:15:00 2006/03/15 04:45:00 451 0.54 11.96% 0.42 108 1986/11/17 17:15:00 1986/11/21 19:00:00 392 0.53 12.07% 0.42 109 1994/04/25 14:15:00 1994/04/30 11:45:00 471 0.53 12.18% 0.41 110 1964/11/17 12:15:00 1964/11/21 11:45:00 383 0.52 12.29% 0.41 111 1966/11/07 13:15:00 1966/11/11 07:30:00 362 0.52 12.40% 0.41 112 1988/01/17 02:15:00 1988/01/21 22:00:00 464 0.5 12.51% 0.4 113 1998/05/12 01:15:00 1998/05/15 06:15:00 309 0.5 12.63% 0.4 114 2008/02/20 08:15:00 2008/02/26 19:00:00 620 0.5 12.74% 0.4 115 1993/03/26 12:15:00 1993/03/30 10:30:00 378 0.49 12.85% 0.39 116 1971/12/22 04:15:00 1972/01/02 01:30:00 1046 0.48 12.96% 0.39 117 1973/11/22 18:15:00 1973/11/26 16:30:00 378 0.48 13.07% 0.39 118 1995/03/21 08:15:00 1995/03/26 08:30:00 482 0.48 13.18% 0.38 119 2002/12/16 01:15:00 2002/12/19 17:45:00 355 0.48 13.30% 0.38 120 1983/02/05 16:15:00 1983/02/11 17:15:00 581 0.46 13.41% 0.38 121 2001/01/10 19:15:00 2001/01/15 21:15:00 489 0.46 13.52% 0.37 122 1968/03/07 20:15:00 1968/03/12 08:45:00 435 0.44 13.63% 0.37 123 1985/11/11 02:15:00 1985/11/15 20:45:00 459 0.43 13.74% 0.37 124 1968/04/01 18:15:00 1968/04/04 20:00:00 296 0.42 13.85% 0.36 125 1986/02/07 18:15:00 1986/02/12 09:30:00 446 0.42 13.97% 0.36 126 1996/02/25 08:15:00 1996/03/01 04:45:00 467 0.42 14.08% 0.36 127 1976/09/09 18:15:00 1976/09/15 05:00:00 524 0.41 14.19% 0.35 128 1987/12/16 11:15:00 1987/12/22 01:15:00 537 0.41 14.30% 0.35 129 1995/12/20 16:15:00 1995/12/21 18:15:00 105 0.41 14.41% 0.35 130 2008/01/05 00:15:00 2008/01/11 20:30:00 658 0.41 14.53% 0.35 131 1986/09/24 17:15:00 1986/09/28 13:45:00 371 0.4 14.64% 0.34 132 1993/02/18 12:15:00 1993/02/28 04:45:00 931 0.4 14.75% 0.34 133 1995/04/16 05:15:00 1995/04/21 14:30:00 518 0.4 14.86% 0.34 3/202/9/2023 5:24 PM

Excel Engineering

peakFlowStatisticsPostMitigated
Rank Start Date End Date Duration (hr) Peak (cfs) Freque ncy (%) Return Period (Yr) 134 2008/02/03 05:15:00 2008/02/07 11:15:00 409 0.4 14.97% 0.34 135 1972/11/11 00:15:00 1972/11/13 21:30:00 278 0.39 15.08% 0.33 136 1992/03/02 00:15:00 1992/03/06 08:15:00 417 0.39 15.20% 0.33 137 1996/01/21 17:15:00 1996/01/26 13:45:00 467 0.39 15.31% 0.33 138 2000/02/21 01:15:00 2000/02/25 09:00:00 416 0.39 15.42% 0.33 139 1967/03/13 10:15:00 1967/03/17 10:30:00 386 0.38 15.53% 0.32 140 1975/04/05 20:15:00 1975/04/13 10:00:00 728 0.38 15.64% 0.32 141 1976/11/11 21:15:00 1976/11/15 21:45:00 387 0.38 15.75% 0.32 142 1982/02/09 15:15:00 1982/02/14 17:15:00 489 0.38 15.87% 0.32 143 1997/01/12 12:15:00 1997/01/18 22:00:00 616 0.38 15.98% 0.32 144 1998/04/11 01:15:00 1998/04/17 02:00:00 580 0.38 16.09% 0.31 145 1977/08/16 13:15:00 1977/08/21 06:30:00 454 0.37 16.20% 0.31 146 1979/03/27 02:15:00 1979/04/01 08:30:00 506 0.37 16.31% 0.31 147 1980/01/18 03:15:00 1980/01/21 22:00:00 364 0.37 16.42% 0.31 148 1988/11/25 04:15:00 1988/11/28 16:00:00 336 0.37 16.54% 0.3 149 1992/12/07 07:15:00 1992/12/11 06:00:00 380 0.37 16.65% 0.3 150 2006/02/27 18:15:00 2006/03/04 01:00:00 412 0.36 16.76% 0.3 151 1967/04/18 18:15:00 1967/04/25 09:00:00 636 0.35 16.87% 0.3 152 1969/03/10 01:15:00 1969/03/16 04:30:00 590 0.35 16.98% 0.3 153 1971/05/07 17:15:00 1971/05/10 17:00:00 288 0.35 17.09% 0.29 154 1979/03/17 04:15:00 1979/03/23 03:15:00 573 0.35 17.21% 0.29 155 1973/03/20 07:15:00 1973/03/25 00:15:00 453 0.34 17.32% 0.29 156 1979/01/30 23:15:00 1979/02/05 14:15:00 541 0.34 17.43% 0.29 157 1982/11/29 14:15:00 1982/12/04 21:15:00 509 0.34 17.54% 0.29 158 2002/03/17 19:15:00 2002/03/19 02:30:00 126 0.34 17.65% 0.29 159 1977/12/25 10:15:00 1977/12/31 15:00:00 596 0.33 17.77% 0.28 160 1978/03/30 22:15:00 1978/04/03 13:30:00 350 0.32 17.88% 0.28 161 1982/11/09 12:15:00 1982/11/14 06:30:00 458 0.32 17.99% 0.28 162 1983/04/29 01:15:00 1983/05/04 00:00:00 476 0.32 18.10% 0.28 163 1993/01/31 00:15:00 1993/02/02 18:30:00 266 0.31 18.21% 0.28 164 1978/11/21 17:15:00 1978/11/26 05:00:00 432 0.3 18.32% 0.27 165 2002/11/29 01:15:00 2002/12/02 05:30:00 306 0.3 18.44% 0.27 166 1979/02/21 00:15:00 1979/02/25 18:30:00 458 0.29 18.55% 0.27 167 1982/01/20 02:15:00 1982/01/25 05:30:00 494 0.29 18.66% 0.27 168 1982/03/26 20:15:00 1982/04/06 04:45:00 995 0.29 18.77% 0.27 169 2000/02/13 01:15:00 2000/02/14 01:15:00 97 0.29 18.88% 0.27 170 2003/12/24 22:15:00 2003/12/28 18:00:00 368 0.29 18.99% 0.27 171 1978/01/30 06:15:00 1978/02/02 14:00:00 320 0.28 19.11% 0.26 172 1997/12/06 01:15:00 1997/12/09 17:15:00 353 0.28 19.22% 0.26 173 1978/04/07 00:15:00 1978/04/10 01:45:00 295 0.26 19.33% 0.26 174 1990/06/10 03:15:00 1990/06/11 21:45:00 171 0.26 19.44% 0.26 175 2001/12/21 01:15:00 2001/12/24 03:15:00 297 0.26 19.55% 0.26 176 2005/02/11 00:15:00 2005/02/16 18:45:00 555 0.25 19.66% 0.26 177 1965/02/05 23:15:00 1965/02/10 07:45:00 419 0.24 19.78% 0.25 178 1979/10/19 21:15:00 1979/10/23 21:00:00 384 0.24 19.89% 0.25 179 2005/03/22 18:15:00 2005/03/25 12:15:00 265 0.24 20.00% 0.25 180 2006/03/21 01:15:00 2006/03/23 00:15:00 189 0.24 20.11% 0.25 4/202/9/2023 5:24 PM

Excel Engineering

peakFlowStatisticsPostMitigated
Rank Start Date End Date Duration (hr) Peak (cfs) Freque ncy (%) Return Period (Yr) 181 2006/03/28 19:15:00 2006/03/31 18:45:00 287 0.24 20.22% 0.25 182 1997/01/23 02:15:00 1997/01/30 04:00:00 680 0.23 20.34% 0.25 183 1965/03/11 06:15:00 1965/03/11 23:00:00 68 0.21 20.45% 0.25 184 1973/02/27 22:15:00 1973/03/03 02:15:00 305 0.21 20.56% 0.25 185 1992/03/20 15:15:00 1992/03/25 10:30:00 462 0.2 20.67% 0.24 186 1994/12/24 23:15:00 1994/12/27 12:15:00 245 0.2 20.78% 0.24 187 1987/10/30 23:15:00 1987/11/04 03:30:00 402 0.19 20.89% 0.24 188 2008/02/14 10:15:00 2008/02/17 15:00:00 308 0.19 21.01% 0.24 189 1981/11/28 05:15:00 1981/12/02 09:15:00 401 0.18 21.12% 0.24 190 2007/02/19 00:15:00 2007/02/22 13:45:00 343 0.18 21.23% 0.24 191 1998/01/29 01:15:00 1998/01/31 23:15:00 281 0.17 21.34% 0.24 192 2000/02/17 01:15:00 2000/02/19 22:15:00 277 0.15 21.45% 0.23 193 1980/03/25 21:15:00 1980/03/28 12:45:00 255 0.14 21.56% 0.23 194 2007/12/07 03:15:00 2007/12/11 07:15:00 401 0.14 21.68% 0.23 195 1975/02/09 05:15:00 1975/02/13 00:15:00 365 0.13 21.79% 0.23 196 2001/01/26 10:15:00 2001/01/30 01:45:00 351 0.13 21.90% 0.23 197 2003/05/03 01:15:00 2003/05/04 01:15:00 97 0.13 22.01% 0.23 198 1971/01/02 03:15:00 1971/01/05 02:30:00 286 0.12 22.12% 0.23 199 1974/04/02 00:15:00 1974/04/05 04:30:00 306 0.12 22.23% 0.23 200 1983/12/03 14:15:00 1983/12/06 11:15:00 277 0.12 22.35% 0.23 201 1969/03/21 12:15:00 1969/03/24 04:45:00 259 0.11 22.46% 0.22 202 1975/12/11 22:15:00 1975/12/15 08:15:00 329 0.08 22.57% 0.22 203 1986/04/06 04:15:00 1986/04/08 22:45:00 267 0.08 22.68% 0.22 204 1970/04/30 08:15:00 1970/04/30 09:45:00 7 0.07 22.79% 0.22 205 1989/03/25 08:15:00 1989/03/29 00:00:00 352 0.07 22.91% 0.22 206 2000/10/29 19:15:00 2000/10/30 00:30:00 22 0.07 23.02% 0.22 207 2005/04/28 06:15:00 2005/04/30 09:15:00 205 0.07 23.13% 0.22 208 1966/10/10 11:15:00 1966/10/10 13:30:00 10 0.06 23.24% 0.22 209 1978/09/05 16:15:00 1978/09/07 03:15:00 141 0.06 23.35% 0.22 210 1986/12/06 02:15:00 1986/12/10 16:30:00 442 0.06 23.46% 0.21 211 1987/12/04 20:15:00 1987/12/07 11:30:00 254 0.06 23.58% 0.21 212 1992/03/26 15:15:00 1992/03/29 00:30:00 230 0.06 23.69% 0.21 213 2005/03/04 23:15:00 2005/03/07 08:45:00 231 0.06 23.80% 0.21 214 1974/10/28 04:15:00 1974/11/02 17:45:00 535 0.05 23.91% 0.21 215 1977/03/24 23:15:00 1977/03/28 09:00:00 328 0.04 24.02% 0.21 216 1983/11/11 21:15:00 1983/11/15 09:00:00 336 0.04 24.13% 0.21 217 1991/01/09 08:15:00 1991/01/11 21:15:00 245 0.04 24.25% 0.21 218 1994/03/19 01:15:00 1994/03/23 12:15:00 429 0.04 24.36% 0.21 219 2008/01/23 18:15:00 2008/01/26 11:00:00 260 0.04 24.47% 0.21 220 1964/12/27 06:15:00 1964/12/31 09:15:00 397 0.03 24.58% 0.21 221 1971/02/16 15:15:00 1971/02/18 20:15:00 213 0.03 24.69% 0.2 222 1975/11/27 16:15:00 1975/12/01 15:45:00 383 0.03 24.80% 0.2 223 1982/12/07 22:15:00 1982/12/11 21:30:00 382 0.03 24.92% 0.2 224 1983/04/20 00:15:00 1983/04/23 15:45:00 351 0.03 25.03% 0.2 225 1987/02/23 22:15:00 1987/02/28 09:15:00 429 0.03 25.14% 0.2 226 1988/02/02 02:15:00 1988/02/06 02:00:00 384 0.03 25.25% 0.2 227 1990/02/17 09:15:00 1990/02/21 16:00:00 412 0.03 25.36% 0.2 5/202/9/2023 5:24 PM

Excel Engineering

peakFlowStatisticsPostMitigated
Rank Start Date End Date Duration (hr) Peak (cfs) Freque ncy (%) Return Period (Yr) 228 1995/12/23 09:15:00 1995/12/25 08:45:00 191 0.03 25.47% 0.2 229 1996/03/12 16:15:00 1996/03/16 11:45:00 367 0.03 25.59% 0.2 230 1966/10/04 13:15:00 1966/10/04 14:15:00 5 0.02 25.70% 0.2 231 1967/03/31 09:15:00 1967/04/03 21:45:00 339 0.02 25.81% 0.2 232 1968/02/13 21:15:00 1968/02/15 23:30:00 202 0.02 25.92% 0.19 233 1968/12/25 17:15:00 1968/12/28 18:45:00 295 0.02 26.03% 0.19 234 1979/11/07 18:15:00 1979/11/11 02:00:00 320 0.02 26.15% 0.19 235 1982/01/28 16:15:00 1982/01/31 04:00:00 240 0.02 26.26% 0.19 236 1983/10/07 06:15:00 1983/10/09 17:30:00 238 0.02 26.37% 0.19 237 1964/09/24 13:15:00 1964/09/24 14:15:00 5 0.01 26.48% 0.19 238 1964/10/15 08:15:00 1964/10/15 14:15:00 25 0.01 26.59% 0.19 239 1964/11/09 11:15:00 1964/11/14 00:15:00 437 0.01 26.70% 0.19 240 1965/12/21 22:15:00 1965/12/24 19:30:00 278 0.01 26.82% 0.19 241 1966/02/06 09:15:00 1966/02/11 11:45:00 491 0.01 26.93% 0.19 242 1967/04/04 15:15:00 1967/04/06 13:15:00 185 0.01 27.04% 0.19 243 1967/08/31 01:15:00 1967/08/31 07:15:00 25 0.01 27.15% 0.19 244 1967/11/30 15:15:00 1967/12/02 17:00:00 200 0.01 27.26% 0.18 245 1968/03/18 12:15:00 1968/03/20 02:15:00 153 0.01 27.37% 0.18 246 1968/12/20 08:15:00 1968/12/20 19:15:00 45 0.01 27.49% 0.18 247 1969/11/06 17:15:00 1969/11/07 09:45:00 67 0.01 27.60% 0.18 248 1969/11/09 23:15:00 1969/11/12 00:00:00 196 0.01 27.71% 0.18 249 1970/01/16 15:15:00 1970/01/19 13:00:00 280 0.01 27.82% 0.18 250 1970/02/10 00:15:00 1970/02/13 16:45:00 355 0.01 27.93% 0.18 251 1970/10/03 13:15:00 1970/10/03 15:15:00 9 0.01 28.04% 0.18 252 1971/01/12 18:15:00 1971/01/14 15:30:00 182 0.01 28.16% 0.18 253 1971/03/13 05:15:00 1971/03/14 23:00:00 168 0.01 28.27% 0.18 254 1971/04/14 10:15:00 1971/04/14 15:15:00 21 0.01 28.38% 0.18 255 1971/05/28 00:15:00 1971/05/30 21:45:00 279 0.01 28.49% 0.18 256 1971/10/16 03:15:00 1971/10/18 20:45:00 263 0.01 28.60% 0.18 257 1971/12/07 00:15:00 1971/12/08 14:30:00 154 0.01 28.72% 0.18 258 1972/01/09 08:15:00 1972/01/11 20:45:00 243 0.01 28.83% 0.17 259 1972/04/30 03:15:00 1972/04/30 10:15:00 29 0.01 28.94% 0.17 260 1972/05/20 03:15:00 1972/05/21 07:45:00 115 0.01 29.05% 0.17 261 1972/10/19 02:15:00 1972/10/19 03:15:00 5 0.01 29.16% 0.17 262 1973/01/04 00:15:00 1973/01/06 15:15:00 253 0.01 29.27% 0.17 263 1973/01/09 09:15:00 1973/01/11 23:15:00 249 0.01 29.39% 0.17 264 1973/02/03 12:15:00 1973/02/05 15:15:00 205 0.01 29.50% 0.17 265 1973/02/06 00:15:00 1973/02/08 13:00:00 244 0.01 29.61% 0.17 266 1973/04/30 04:15:00 1973/04/30 11:15:00 29 0.01 29.72% 0.17 267 1973/11/17 14:15:00 1973/11/20 18:45:00 307 0.01 29.83% 0.17 268 1973/12/01 14:15:00 1973/12/02 22:45:00 131 0.01 29.94% 0.17 269 1974/01/01 03:15:00 1974/01/04 03:45:00 291 0.01 30.06% 0.17 270 1974/03/03 10:15:00 1974/03/05 01:15:00 157 0.01 30.17% 0.17 271 1974/03/27 08:15:00 1974/03/27 10:45:00 11 0.01 30.28% 0.17 272 1974/12/28 05:15:00 1974/12/31 15:00:00 328 0.01 30.39% 0.17 273 1975/02/03 08:15:00 1975/02/07 06:15:00 377 0.01 30.50% 0.17 274 1975/03/22 07:15:00 1975/03/24 13:45:00 219 0.01 30.61% 0.16 6/202/9/2023 5:24 PM

Excel Engineering

peakFlowStatisticsPostMitigated
Rank Start Date End Date Duration (hr) Peak (cfs) Freque ncy (%) Return Period (Yr) 275 1975/03/31 20:15:00 1975/04/02 17:30:00 182 0.01 30.73% 0.16 276 1976/04/11 18:15:00 1976/04/11 19:15:00 5 0.01 30.84% 0.16 277 1976/10/22 19:15:00 1976/10/22 20:15:00 5 0.01 30.95% 0.16 278 1976/11/27 03:15:00 1976/11/29 04:00:00 196 0.01 31.06% 0.16 279 1977/03/16 11:15:00 1977/03/19 14:30:00 302 0.01 31.17% 0.16 280 1977/12/18 00:15:00 1977/12/18 19:30:00 78 0.01 31.28% 0.16 281 1978/01/10 16:15:00 1978/01/13 15:15:00 285 0.01 31.40% 0.16 282 1979/02/14 02:15:00 1979/02/16 05:30:00 206 0.01 31.51% 0.16 283 1980/03/21 18:15:00 1980/03/23 17:30:00 190 0.01 31.62% 0.16 284 1980/12/04 12:15:00 1980/12/07 00:15:00 241 0.01 31.73% 0.16 285 1980/12/07 10:15:00 1980/12/09 01:00:00 156 0.01 31.84% 0.16 286 1981/01/28 05:15:00 1981/02/02 02:00:00 468 0.01 31.96% 0.16 287 1981/03/26 21:15:00 1981/03/28 16:45:00 175 0.01 32.07% 0.16 288 1981/11/26 17:15:00 1981/11/27 02:15:00 37 0.01 32.18% 0.16 289 1982/01/10 17:15:00 1982/01/12 17:45:00 195 0.01 32.29% 0.16 290 1982/11/19 01:15:00 1982/11/22 00:45:00 287 0.01 32.40% 0.16 291 1983/01/22 23:15:00 1983/01/26 08:45:00 327 0.01 32.51% 0.16 292 1983/02/02 11:15:00 1983/02/04 22:30:00 238 0.01 32.63% 0.15 293 1983/08/16 14:15:00 1983/08/16 17:15:00 13 0.01 32.74% 0.15 294 1983/10/01 03:15:00 1983/10/01 05:15:00 9 0.01 32.85% 0.15 295 1983/12/09 17:15:00 1983/12/11 19:00:00 200 0.01 32.96% 0.15 296 1984/12/07 22:15:00 1984/12/08 01:30:00 14 0.01 33.07% 0.15 297 1985/02/02 03:15:00 1985/02/05 10:00:00 316 0.01 33.18% 0.15 298 1985/02/09 04:15:00 1985/02/11 23:45:00 271 0.01 33.30% 0.15 299 1985/03/27 07:15:00 1985/03/30 12:00:00 308 0.01 33.41% 0.15 300 1985/09/18 07:15:00 1985/09/18 12:15:00 21 0.01 33.52% 0.15 301 1985/10/07 13:15:00 1985/10/07 14:15:00 5 0.01 33.63% 0.15 302 1985/10/09 11:15:00 1985/10/09 20:15:00 37 0.01 33.74% 0.15 303 1985/12/10 20:15:00 1985/12/13 15:45:00 271 0.01 33.85% 0.15 304 1986/01/30 00:15:00 1986/02/03 07:30:00 414 0.01 33.97% 0.15 305 1986/09/23 19:15:00 1986/09/24 01:15:00 25 0.01 34.08% 0.15 306 1986/10/09 17:15:00 1986/10/12 18:00:00 292 0.01 34.19% 0.15 307 1987/10/22 15:15:00 1987/10/24 08:15:00 165 0.01 34.30% 0.15 308 1988/01/05 12:15:00 1988/01/08 04:15:00 257 0.01 34.41% 0.15 309 1988/04/14 17:15:00 1988/04/16 13:30:00 178 0.01 34.53% 0.15 310 1989/01/04 07:15:00 1989/01/08 18:30:00 430 0.01 34.64% 0.15 311 1989/02/04 03:15:00 1989/02/06 09:30:00 218 0.01 34.75% 0.15 312 1990/01/02 00:15:00 1990/01/02 13:15:00 53 0.01 34.86% 0.14 313 1990/01/30 23:15:00 1990/02/02 00:30:00 198 0.01 34.97% 0.14 314 1990/06/09 06:15:00 1990/06/09 11:15:00 21 0.01 35.08% 0.14 315 1991/01/03 11:15:00 1991/01/06 12:45:00 295 0.01 35.20% 0.14 316 1991/03/13 16:15:00 1991/03/17 13:30:00 374 0.01 35.31% 0.14 317 1991/10/26 19:15:00 1991/10/27 01:15:00 25 0.01 35.42% 0.14 318 1992/12/17 21:15:00 1992/12/20 07:00:00 232 0.01 35.53% 0.14 319 1993/11/22 21:15:00 1993/11/24 21:45:00 195 0.01 35.64% 0.14 320 1994/01/24 23:15:00 1994/01/29 04:45:00 407 0.01 35.75% 0.14 321 1994/03/06 14:15:00 1994/03/10 04:45:00 347 0.01 35.87% 0.14 7/202/9/2023 5:24 PM

Excel Engineering

peakFlowStatisticsPostMitigated
Rank Start Date End Date Duration (hr) Peak (cfs) Freque ncy (%) Return Period (Yr) 322 1994/11/10 10:15:00 1994/11/10 13:15:00 13 0.01 35.98% 0.14 323 1995/01/21 01:15:00 1995/01/22 20:30:00 174 0.01 36.09% 0.14 324 1996/10/30 12:15:00 1996/10/30 21:30:00 38 0.01 36.20% 0.14 325 1997/01/05 08:15:00 1997/01/07 10:45:00 203 0.01 36.31% 0.14 326 1997/02/27 10:15:00 1997/03/01 20:15:00 233 0.01 36.42% 0.14 327 1997/04/04 09:15:00 1997/04/04 10:15:00 5 0.01 36.54% 0.14 328 2000/04/17 15:15:00 2000/04/19 21:00:00 216 0.01 36.65% 0.14 329 2001/05/29 14:15:00 2001/05/29 15:15:00 5 0.01 36.76% 0.14 330 2001/12/09 01:15:00 2001/12/11 21:00:00 272 0.01 36.87% 0.14 331 2004/02/18 15:15:00 2004/02/20 11:00:00 176 0.01 36.98% 0.14 332 2004/04/01 21:15:00 2004/04/02 01:15:00 17 0.01 37.09% 0.14 333 2004/10/17 07:15:00 2004/10/17 17:15:00 41 0.01 37.21% 0.14 334 2004/11/21 04:15:00 2004/11/23 02:15:00 185 0.01 37.32% 0.14 335 2004/12/05 02:15:00 2004/12/08 07:15:00 309 0.01 37.43% 0.13 336 2005/01/28 14:15:00 2005/01/30 15:00:00 196 0.01 37.54% 0.13 337 2005/10/16 15:15:00 2005/10/16 20:15:00 21 0.01 37.65% 0.13 338 2005/10/17 23:15:00 2005/10/20 12:00:00 244 0.01 37.77% 0.13 339 2006/05/22 03:15:00 2006/05/23 07:00:00 112 0.01 37.88% 0.13 340 2006/12/09 21:15:00 2006/12/11 09:45:00 147 0.01 37.99% 0.13 341 2006/12/16 19:15:00 2006/12/18 16:15:00 181 0.01 38.10% 0.13 342 2007/02/12 21:15:00 2007/02/15 15:45:00 267 0.01 38.21% 0.13 343 2007/02/22 20:15:00 2007/02/24 23:00:00 204 0.01 38.32% 0.13 344 2007/04/20 13:15:00 2007/04/20 16:15:00 13 0.01 38.44% 0.13 345 2007/12/18 23:15:00 2007/12/22 23:00:00 384 0.01 38.55% 0.13 346 2008/01/26 20:15:00 2008/01/30 15:45:00 367 0.01 38.66% 0.13 347 1964/11/26 11:15:00 1964/11/26 18:15:00 29 0 38.77% 0.13 348 1965/01/07 09:15:00 1965/01/08 08:45:00 95 0 38.88% 0.13 349 1965/01/24 05:15:00 1965/01/25 23:15:00 169 0 38.99% 0.13 350 1965/03/07 00:15:00 1965/03/07 10:15:00 41 0 39.11% 0.13 351 1965/03/13 05:15:00 1965/03/14 00:45:00 79 0 39.22% 0.13 352 1965/03/15 01:15:00 1965/03/16 12:45:00 143 0 39.33% 0.13 353 1965/03/24 08:15:00 1965/03/24 17:15:00 37 0 39.44% 0.13 354 1965/05/23 01:15:00 1965/05/23 02:15:00 5 0 39.55% 0.13 355 1965/05/23 13:15:00 1965/05/23 15:15:00 9 0 39.66% 0.13 356 1965/05/24 06:15:00 1965/05/24 09:15:00 13 0 39.78% 0.13 357 1965/06/25 05:15:00 1965/06/25 08:15:00 13 0 39.89% 0.13 358 1965/09/05 17:15:00 1965/09/05 18:15:00 5 0 40.00% 0.13 359 1966/01/19 15:15:00 1966/01/20 01:30:00 42 0 40.11% 0.13 360 1966/02/25 02:15:00 1966/02/25 03:15:00 5 0 40.22% 0.13 361 1966/03/02 09:15:00 1966/03/02 10:15:00 5 0 40.34% 0.13 362 1966/03/13 14:15:00 1966/03/13 15:15:00 5 0 40.45% 0.12 363 1966/03/24 18:15:00 1966/03/24 19:15:00 5 0 40.56% 0.12 364 1966/05/10 04:15:00 1966/05/10 05:15:00 5 0 40.67% 0.12 365 1966/09/29 23:15:00 1966/09/30 00:15:00 5 0 40.78% 0.12 366 1966/09/30 10:15:00 1966/09/30 11:15:00 5 0 40.89% 0.12 367 1966/10/03 23:15:00 1966/10/04 00:15:00 5 0 41.01% 0.12 368 1966/10/05 13:15:00 1966/10/05 14:15:00 5 0 41.12% 0.12 8/202/9/2023 5:24 PM

Excel Engineering

peakFlowStatisticsPostMitigated
Rank Start Date End Date Duration (hr) Peak (cfs) Freque ncy (%) Return Period (Yr) 369 1966/10/18 11:15:00 1966/10/18 12:15:00 5 0 41.23% 0.12 370 1967/01/31 03:15:00 1967/01/31 23:30:00 82 0 41.34% 0.12 371 1967/03/03 23:15:00 1967/03/04 02:15:00 13 0 41.45% 0.12 372 1967/03/04 09:15:00 1967/03/04 10:15:00 5 0 41.56% 0.12 373 1967/03/11 08:15:00 1967/03/11 09:15:00 5 0 41.68% 0.12 374 1967/03/29 05:15:00 1967/03/29 06:15:00 5 0 41.79% 0.12 375 1967/04/28 18:15:00 1967/04/28 19:15:00 5 0 41.90% 0.12 376 1967/06/09 06:15:00 1967/06/09 07:15:00 5 0 42.01% 0.12 377 1967/06/13 11:15:00 1967/06/13 16:15:00 21 0 42.12% 0.12 378 1967/07/26 20:15:00 1967/07/26 21:15:00 5 0 42.23% 0.12 379 1967/09/02 20:15:00 1967/09/02 21:15:00 5 0 42.35% 0.12 380 1967/09/29 20:15:00 1967/09/30 01:15:00 21 0 42.46% 0.12 381 1967/11/28 09:15:00 1967/11/29 02:00:00 68 0 42.57% 0.12 382 1967/12/08 00:15:00 1967/12/08 13:00:00 52 0 42.68% 0.12 383 1967/12/13 09:15:00 1967/12/14 22:15:00 149 0 42.79% 0.12 384 1968/01/10 04:15:00 1968/01/10 05:30:00 6 0 42.91% 0.12 385 1968/01/27 06:15:00 1968/01/27 07:30:00 6 0 43.02% 0.12 386 1968/01/27 20:15:00 1968/01/29 14:30:00 170 0 43.13% 0.12 387 1968/02/10 03:15:00 1968/02/10 04:15:00 5 0 43.24% 0.12 388 1968/02/13 08:15:00 1968/02/13 09:15:00 5 0 43.35% 0.12 389 1968/03/13 21:15:00 1968/03/14 09:45:00 51 0 43.46% 0.12 390 1968/03/17 01:15:00 1968/03/17 17:00:00 64 0 43.58% 0.12 391 1968/05/12 04:15:00 1968/05/12 08:15:00 17 0 43.69% 0.12 392 1968/06/07 06:15:00 1968/06/07 07:15:00 5 0 43.80% 0.12 393 1968/07/09 20:15:00 1968/07/09 22:15:00 9 0 43.91% 0.12 394 1968/09/13 10:15:00 1968/09/13 11:15:00 5 0 44.02% 0.11 395 1968/10/30 09:15:00 1968/10/30 10:15:00 5 0 44.13% 0.11 396 1968/11/15 05:15:00 1968/11/15 19:15:00 57 0 44.25% 0.11 397 1968/12/01 10:15:00 1968/12/01 11:30:00 6 0 44.36% 0.11 398 1968/12/19 13:15:00 1968/12/19 14:30:00 6 0 44.47% 0.11 399 1969/02/15 17:15:00 1969/02/17 01:45:00 131 0 44.58% 0.11 400 1969/04/03 01:15:00 1969/04/03 02:15:00 5 0 44.69% 0.11 401 1969/04/05 19:15:00 1969/04/05 21:15:00 9 0 44.80% 0.11 402 1969/06/11 08:15:00 1969/06/11 12:15:00 17 0 44.92% 0.11 403 1969/06/17 08:15:00 1969/06/17 09:15:00 5 0 45.03% 0.11 404 1969/08/10 04:15:00 1969/08/10 05:15:00 5 0 45.14% 0.11 405 1969/09/06 23:15:00 1969/09/07 00:15:00 5 0 45.25% 0.11 406 1969/11/15 20:15:00 1969/11/16 06:45:00 43 0 45.36% 0.11 407 1969/12/08 18:15:00 1969/12/09 00:30:00 26 0 45.47% 0.11 408 1969/12/26 09:15:00 1969/12/26 10:30:00 6 0 45.59% 0.11 409 1970/01/10 00:15:00 1970/01/10 01:30:00 6 0 45.70% 0.11 410 1970/01/11 13:15:00 1970/01/13 08:00:00 172 0 45.81% 0.11 411 1970/01/15 01:15:00 1970/01/15 23:00:00 88 0 45.92% 0.11 412 1970/11/25 22:15:00 1970/11/26 11:15:00 53 0 46.03% 0.11 413 1970/12/09 04:15:00 1970/12/10 17:30:00 150 0 46.15% 0.11 414 1971/02/19 16:15:00 1971/02/21 09:00:00 164 0 46.26% 0.11 415 1971/04/15 21:15:00 1971/04/15 23:15:00 9 0 46.37% 0.11 9/202/9/2023 5:24 PM

Excel Engineering

peakFlowStatisticsPostMitigated
Rank Start Date End Date Duration (hr) Peak (cfs) Freque ncy (%) Return Period (Yr) 416 1971/04/16 08:15:00 1971/04/17 01:45:00 71 0 46.48% 0.11 417 1971/04/23 06:15:00 1971/04/23 23:30:00 70 0 46.59% 0.11 418 1971/05/03 08:15:00 1971/05/03 09:15:00 5 0 46.70% 0.11 419 1971/05/06 05:15:00 1971/05/06 11:15:00 25 0 46.82% 0.11 420 1971/06/02 11:15:00 1971/06/02 12:15:00 5 0 46.93% 0.11 421 1971/06/05 13:15:00 1971/06/05 14:15:00 5 0 47.04% 0.11 422 1971/10/22 12:15:00 1971/10/22 13:15:00 5 0 47.15% 0.11 423 1971/10/24 10:15:00 1971/10/25 03:00:00 68 0 47.26% 0.11 424 1971/10/25 12:15:00 1971/10/26 10:30:00 90 0 47.37% 0.11 425 1971/10/30 09:15:00 1971/10/30 10:15:00 5 0 47.49% 0.11 426 1971/11/13 12:15:00 1971/11/13 13:15:00 5 0 47.60% 0.11 427 1971/11/15 15:15:00 1971/11/15 16:15:00 5 0 47.71% 0.11 428 1971/11/29 05:15:00 1971/11/29 06:15:00 5 0 47.82% 0.11 429 1971/12/02 23:15:00 1971/12/03 00:30:00 6 0 47.93% 0.11 430 1971/12/03 23:15:00 1971/12/05 05:15:00 121 0 48.04% 0.11 431 1972/02/05 07:15:00 1972/02/05 08:15:00 5 0 48.16% 0.1 432 1972/02/05 18:15:00 1972/02/05 19:15:00 5 0 48.27% 0.1 433 1972/02/06 07:15:00 1972/02/06 17:00:00 40 0 48.38% 0.1 434 1972/04/13 02:15:00 1972/04/13 08:15:00 25 0 48.49% 0.1 435 1972/04/21 08:15:00 1972/04/21 09:15:00 5 0 48.60% 0.1 436 1972/05/19 03:15:00 1972/05/19 04:15:00 5 0 48.72% 0.1 437 1972/05/19 12:15:00 1972/05/19 20:15:00 33 0 48.83% 0.1 438 1972/06/07 03:15:00 1972/06/07 04:15:00 5 0 48.94% 0.1 439 1972/06/10 01:15:00 1972/06/10 02:15:00 5 0 49.05% 0.1 440 1972/06/22 12:15:00 1972/06/22 13:15:00 5 0 49.16% 0.1 441 1972/09/06 04:15:00 1972/09/06 05:15:00 5 0 49.27% 0.1 442 1972/09/06 20:15:00 1972/09/06 21:15:00 5 0 49.39% 0.1 443 1972/10/11 14:15:00 1972/10/11 15:15:00 5 0 49.50% 0.1 444 1972/10/17 08:15:00 1972/10/17 09:15:00 5 0 49.61% 0.1 445 1972/10/19 21:15:00 1972/10/20 02:15:00 21 0 49.72% 0.1 446 1972/10/20 12:15:00 1972/10/20 15:15:00 13 0 49.83% 0.1 447 1972/11/08 00:15:00 1972/11/08 01:15:00 5 0 49.94% 0.1 448 1973/01/25 20:15:00 1973/01/26 13:00:00 68 0 50.06% 0.1 449 1973/01/30 12:15:00 1973/01/31 06:45:00 75 0 50.17% 0.1 450 1973/02/21 08:15:00 1973/02/21 09:15:00 5 0 50.28% 0.1 451 1973/03/27 02:15:00 1973/03/29 19:00:00 260 0 50.39% 0.1 452 1973/04/21 09:15:00 1973/04/21 10:15:00 5 0 50.50% 0.1 453 1973/05/23 14:15:00 1973/05/23 15:15:00 5 0 50.61% 0.1 454 1973/05/28 09:15:00 1973/05/28 10:15:00 5 0 50.73% 0.1 455 1973/05/31 08:15:00 1973/05/31 09:15:00 5 0 50.84% 0.1 456 1973/11/17 05:15:00 1973/11/17 06:15:00 5 0 50.95% 0.1 457 1973/12/16 14:15:00 1973/12/16 15:30:00 6 0 51.06% 0.1 458 1973/12/20 13:15:00 1973/12/20 14:30:00 6 0 51.17% 0.1 459 1973/12/22 02:15:00 1973/12/23 00:45:00 91 0 51.28% 0.1 460 1974/01/20 16:15:00 1974/01/22 03:00:00 140 0 51.40% 0.1 461 1974/02/18 15:15:00 1974/02/18 16:15:00 5 0 51.51% 0.1 462 1974/02/19 18:15:00 1974/02/19 19:15:00 5 0 51.62% 0.1 10/202/9/2023 5:24 PM

Excel Engineering

peakFlowStatisticsPostMitigated
Rank Start Date End Date Duration (hr) Peak (cfs) Freque ncy (%) Return Period (Yr) 463 1974/03/02 09:15:00 1974/03/03 01:00:00 64 0 51.73% 0.1 464 1974/06/08 11:15:00 1974/06/08 12:15:00 5 0 51.84% 0.1 465 1974/11/03 15:15:00 1974/11/04 13:45:00 91 0 51.96% 0.1 466 1975/01/30 17:15:00 1975/01/31 13:30:00 82 0 52.07% 0.1 467 1975/02/14 04:15:00 1975/02/14 22:45:00 75 0 52.18% 0.1 468 1975/03/05 13:15:00 1975/03/05 14:15:00 5 0 52.29% 0.1 469 1975/03/25 09:15:00 1975/03/26 23:00:00 152 0 52.40% 0.1 470 1975/04/17 02:15:00 1975/04/17 23:15:00 85 0 52.51% 0.1 471 1975/04/18 12:15:00 1975/04/19 08:30:00 82 0 52.63% 0.1 472 1975/04/23 14:15:00 1975/04/23 15:15:00 5 0 52.74% 0.1 473 1975/05/20 01:15:00 1975/05/20 02:15:00 5 0 52.85% 0.1 474 1975/06/07 13:15:00 1975/06/07 14:15:00 5 0 52.96% 0.1 475 1975/10/28 21:15:00 1975/10/28 22:15:00 5 0 53.07% 0.1 476 1975/12/19 23:15:00 1975/12/20 12:45:00 55 0 53.18% 0.1 477 1976/02/03 16:15:00 1976/02/03 17:15:00 5 0 53.30% 0.09 478 1976/04/04 08:15:00 1976/04/04 09:15:00 5 0 53.41% 0.09 479 1976/04/04 23:15:00 1976/04/05 00:15:00 5 0 53.52% 0.09 480 1976/09/03 16:15:00 1976/09/03 17:15:00 5 0 53.63% 0.09 481 1976/10/23 13:15:00 1976/10/23 14:15:00 5 0 53.74% 0.09 482 1977/01/21 14:15:00 1977/01/21 15:30:00 6 0 53.85% 0.09 483 1977/01/28 16:15:00 1977/01/29 21:45:00 119 0 53.97% 0.09 484 1977/02/22 00:15:00 1977/02/22 02:15:00 9 0 54.08% 0.09 485 1977/02/23 11:15:00 1977/02/23 12:15:00 5 0 54.19% 0.09 486 1977/02/24 00:15:00 1977/02/25 00:15:00 97 0 54.30% 0.09 487 1977/03/24 10:15:00 1977/03/24 11:15:00 5 0 54.41% 0.09 488 1977/04/02 00:15:00 1977/04/02 01:15:00 5 0 54.53% 0.09 489 1977/05/05 20:15:00 1977/05/05 21:15:00 5 0 54.64% 0.09 490 1977/05/24 05:15:00 1977/05/24 09:15:00 17 0 54.75% 0.09 491 1977/08/12 10:15:00 1977/08/12 11:15:00 5 0 54.86% 0.09 492 1977/10/06 02:15:00 1977/10/06 03:15:00 5 0 54.97% 0.09 493 1977/11/06 01:15:00 1977/11/06 02:15:00 5 0 55.08% 0.09 494 1977/12/23 02:15:00 1977/12/24 15:45:00 151 0 55.20% 0.09 495 1978/01/26 09:15:00 1978/01/26 21:00:00 48 0 55.31% 0.09 496 1978/03/30 13:15:00 1978/03/30 14:15:00 5 0 55.42% 0.09 497 1978/04/15 19:15:00 1978/04/17 06:30:00 142 0 55.53% 0.09 498 1978/04/26 08:15:00 1978/04/26 09:15:00 5 0 55.64% 0.09 499 1978/05/01 10:15:00 1978/05/01 11:15:00 5 0 55.75% 0.09 500 1978/09/07 11:15:00 1978/09/08 06:00:00 76 0 55.87% 0.09 501 1978/09/19 12:15:00 1978/09/19 13:15:00 5 0 55.98% 0.09 502 1979/01/29 08:15:00 1979/01/29 09:30:00 6 0 56.09% 0.09 503 1979/03/13 09:15:00 1979/03/13 10:15:00 5 0 56.20% 0.09 504 1979/03/15 21:15:00 1979/03/15 22:15:00 5 0 56.31% 0.09 505 1979/05/19 14:15:00 1979/05/19 15:15:00 5 0 56.42% 0.09 506 1979/08/13 14:15:00 1979/08/13 15:15:00 5 0 56.54% 0.09 507 1979/11/04 06:15:00 1979/11/04 07:15:00 5 0 56.65% 0.09 508 1979/11/05 13:15:00 1979/11/05 14:15:00 5 0 56.76% 0.09 509 1979/12/22 09:15:00 1979/12/22 10:30:00 6 0 56.87% 0.09 11/202/9/2023 5:24 PM

Excel Engineering

peakFlowStatisticsPostMitigated
Rank Start Date End Date Duration (hr) Peak (cfs) Freque ncy (%) Return Period (Yr) 510 1980/01/07 13:15:00 1980/01/07 14:30:00 6 0 56.98% 0.09 511 1980/01/08 01:15:00 1980/01/08 02:30:00 6 0 57.09% 0.09 512 1980/03/18 07:15:00 1980/03/18 08:15:00 5 0 57.21% 0.09 513 1980/03/18 18:15:00 1980/03/19 15:00:00 84 0 57.32% 0.09 514 1980/04/21 03:15:00 1980/04/21 04:15:00 5 0 57.43% 0.09 515 1980/04/22 14:15:00 1980/04/22 15:15:00 5 0 57.54% 0.09 516 1980/04/23 02:15:00 1980/04/23 04:15:00 9 0 57.65% 0.09 517 1980/04/24 11:15:00 1980/04/24 12:15:00 5 0 57.77% 0.09 518 1980/04/28 16:15:00 1980/04/29 00:15:00 33 0 57.88% 0.09 519 1980/04/29 19:15:00 1980/04/29 20:15:00 5 0 57.99% 0.09 520 1980/05/01 22:15:00 1980/05/01 23:15:00 5 0 58.10% 0.09 521 1980/05/10 10:15:00 1980/05/10 12:15:00 9 0 58.21% 0.09 522 1980/10/26 09:15:00 1980/10/26 10:15:00 5 0 58.32% 0.09 523 1980/12/11 13:15:00 1980/12/12 08:45:00 79 0 58.44% 0.09 524 1981/01/11 16:15:00 1981/01/11 17:30:00 6 0 58.55% 0.09 525 1981/02/25 04:15:00 1981/02/25 05:15:00 5 0 58.66% 0.09 526 1981/03/14 01:15:00 1981/03/14 02:15:00 5 0 58.77% 0.09 527 1981/04/02 05:15:00 1981/04/02 06:15:00 5 0 58.88% 0.09 528 1981/04/02 20:15:00 1981/04/03 11:45:00 63 0 58.99% 0.09 529 1981/04/18 12:15:00 1981/04/18 13:15:00 5 0 59.11% 0.09 530 1981/04/18 20:15:00 1981/04/19 01:15:00 21 0 59.22% 0.09 531 1981/04/19 08:15:00 1981/04/19 09:15:00 5 0 59.33% 0.09 532 1981/05/16 10:15:00 1981/05/16 11:15:00 5 0 59.44% 0.09 533 1981/05/27 00:15:00 1981/05/27 01:15:00 5 0 59.55% 0.08 534 1981/10/01 01:15:00 1981/10/01 02:15:00 5 0 59.66% 0.08 535 1981/10/11 05:15:00 1981/10/11 07:15:00 9 0 59.78% 0.08 536 1981/10/28 22:15:00 1981/10/28 23:15:00 5 0 59.89% 0.08 537 1981/12/21 03:15:00 1981/12/21 04:30:00 6 0 60.00% 0.08 538 1982/02/05 13:15:00 1982/02/05 14:15:00 5 0 60.11% 0.08 539 1982/02/08 02:15:00 1982/02/08 22:30:00 82 0 60.22% 0.08 540 1982/02/16 08:15:00 1982/02/17 01:30:00 70 0 60.34% 0.08 541 1982/03/02 18:15:00 1982/03/03 06:15:00 49 0 60.45% 0.08 542 1982/03/12 13:15:00 1982/03/12 14:15:00 5 0 60.56% 0.08 543 1982/05/11 07:15:00 1982/05/11 08:15:00 5 0 60.67% 0.08 544 1982/05/26 12:15:00 1982/05/26 13:15:00 5 0 60.78% 0.08 545 1982/09/16 12:15:00 1982/09/16 13:15:00 5 0 60.89% 0.08 546 1982/09/22 12:15:00 1982/09/22 13:15:00 5 0 61.01% 0.08 547 1982/09/26 00:15:00 1982/09/26 09:15:00 37 0 61.12% 0.08 548 1982/09/26 16:15:00 1982/09/26 17:15:00 5 0 61.23% 0.08 549 1982/10/26 09:15:00 1982/10/26 10:15:00 5 0 61.34% 0.08 550 1982/10/31 14:15:00 1982/10/31 15:15:00 5 0 61.45% 0.08 551 1982/12/29 18:15:00 1982/12/31 12:45:00 171 0 61.56% 0.08 552 1983/01/19 03:15:00 1983/01/20 16:30:00 150 0 61.68% 0.08 553 1983/03/15 09:15:00 1983/03/15 10:15:00 5 0 61.79% 0.08 554 1983/04/10 22:15:00 1983/04/11 04:15:00 25 0 61.90% 0.08 555 1983/04/12 03:15:00 1983/04/12 11:15:00 33 0 62.01% 0.08 556 1983/04/12 23:15:00 1983/04/13 13:45:00 59 0 62.12% 0.08 12/202/9/2023 5:24 PM

Excel Engineering

peakFlowStatisticsPostMitigated
Rank Start Date End Date Duration (hr) Peak (cfs) Freque ncy (%) Return Period (Yr) 557 1983/04/17 21:15:00 1983/04/19 16:00:00 172 0 62.23% 0.08 558 1983/08/07 08:15:00 1983/08/07 09:15:00 5 0 62.35% 0.08 559 1983/08/18 08:15:00 1983/08/18 16:15:00 33 0 62.46% 0.08 560 1983/10/01 16:15:00 1983/10/01 18:15:00 9 0 62.57% 0.08 561 1983/11/18 01:15:00 1983/11/18 15:15:00 57 0 62.68% 0.08 562 1983/12/22 10:15:00 1983/12/22 11:15:00 5 0 62.79% 0.08 563 1984/01/16 15:15:00 1984/01/17 10:15:00 77 0 62.91% 0.08 564 1984/03/24 12:15:00 1984/03/24 13:15:00 5 0 63.02% 0.08 565 1984/04/06 05:15:00 1984/04/06 06:15:00 5 0 63.13% 0.08 566 1984/04/06 14:15:00 1984/04/06 15:15:00 5 0 63.24% 0.08 567 1984/10/17 07:15:00 1984/10/17 08:15:00 5 0 63.35% 0.08 568 1984/11/13 09:15:00 1984/11/13 10:15:00 5 0 63.46% 0.08 569 1984/11/22 15:15:00 1984/11/22 16:15:00 5 0 63.58% 0.08 570 1984/11/24 15:15:00 1984/11/24 16:15:00 5 0 63.69% 0.08 571 1984/12/12 22:15:00 1984/12/12 23:15:00 5 0 63.80% 0.08 572 1984/12/14 13:15:00 1984/12/14 14:30:00 6 0 63.91% 0.08 573 1984/12/16 03:15:00 1984/12/16 04:30:00 6 0 64.02% 0.08 574 1984/12/18 13:15:00 1984/12/18 14:30:00 6 0 64.13% 0.08 575 1984/12/18 22:15:00 1984/12/19 07:15:00 37 0 64.25% 0.08 576 1984/12/19 17:15:00 1984/12/20 14:45:00 87 0 64.36% 0.08 577 1985/01/09 12:15:00 1985/01/09 13:30:00 6 0 64.47% 0.08 578 1985/02/01 14:15:00 1985/02/01 15:15:00 5 0 64.58% 0.08 579 1985/02/20 19:15:00 1985/02/21 20:00:00 100 0 64.69% 0.08 580 1985/03/02 12:15:00 1985/03/02 13:15:00 5 0 64.80% 0.08 581 1985/03/02 23:15:00 1985/03/04 11:00:00 144 0 64.92% 0.08 582 1985/03/12 10:15:00 1985/03/12 11:15:00 5 0 65.03% 0.08 583 1985/04/21 13:15:00 1985/04/21 14:15:00 5 0 65.14% 0.08 584 1985/04/22 01:15:00 1985/04/22 02:15:00 5 0 65.25% 0.08 585 1985/05/30 14:15:00 1985/05/30 16:15:00 9 0 65.36% 0.08 586 1985/06/02 21:15:00 1985/06/03 02:15:00 21 0 65.47% 0.08 587 1985/07/18 15:15:00 1985/07/18 16:15:00 5 0 65.59% 0.08 588 1985/08/10 13:15:00 1985/08/10 14:15:00 5 0 65.70% 0.08 589 1985/09/04 10:15:00 1985/09/04 12:15:00 9 0 65.81% 0.08 590 1985/10/21 23:15:00 1985/10/22 01:15:00 9 0 65.92% 0.08 591 1985/12/09 15:15:00 1985/12/09 16:15:00 5 0 66.03% 0.08 592 1985/12/10 12:15:00 1985/12/10 13:15:00 5 0 66.15% 0.08 593 1986/01/02 14:15:00 1986/01/02 16:15:00 9 0 66.26% 0.08 594 1986/02/13 08:15:00 1986/02/13 09:15:00 5 0 66.37% 0.08 595 1986/05/22 09:15:00 1986/05/22 10:15:00 5 0 66.48% 0.08 596 1986/07/19 11:15:00 1986/07/19 16:15:00 21 0 66.59% 0.08 597 1986/07/22 13:15:00 1986/07/22 16:15:00 13 0 66.70% 0.08 598 1986/08/18 05:15:00 1986/08/18 06:15:00 5 0 66.82% 0.08 599 1986/09/18 10:15:00 1986/09/18 11:15:00 5 0 66.93% 0.08 600 1986/10/08 15:15:00 1986/10/08 16:15:00 5 0 67.04% 0.08 601 1986/12/20 05:15:00 1986/12/21 13:00:00 128 0 67.15% 0.08 602 1986/12/30 15:15:00 1986/12/30 16:15:00 5 0 67.26% 0.08 603 1987/02/01 00:15:00 1987/02/01 01:15:00 5 0 67.37% 0.08 13/202/9/2023 5:24 PM

Excel Engineering

peakFlowStatisticsPostMitigated
Rank Start Date End Date Duration (hr) Peak (cfs) Freque ncy (%) Return Period (Yr) 604 1987/02/13 18:15:00 1987/02/14 01:15:00 29 0 67.49% 0.08 605 1987/02/15 14:15:00 1987/02/15 15:15:00 5 0 67.60% 0.07 606 1987/02/23 12:15:00 1987/02/23 14:15:00 9 0 67.71% 0.07 607 1987/03/06 11:15:00 1987/03/06 12:15:00 5 0 67.82% 0.07 608 1987/03/15 00:15:00 1987/03/15 01:15:00 5 0 67.93% 0.07 609 1987/03/21 15:15:00 1987/03/21 21:15:00 25 0 68.04% 0.07 610 1987/03/23 20:15:00 1987/03/23 21:15:00 5 0 68.16% 0.07 611 1987/04/03 03:15:00 1987/04/03 07:15:00 17 0 68.27% 0.07 612 1987/04/03 20:15:00 1987/04/04 00:15:00 17 0 68.38% 0.07 613 1987/05/01 00:15:00 1987/05/01 01:15:00 5 0 68.49% 0.07 614 1987/05/20 07:15:00 1987/05/20 08:15:00 5 0 68.60% 0.07 615 1987/07/17 23:15:00 1987/07/18 00:15:00 5 0 68.72% 0.07 616 1987/08/14 08:15:00 1987/08/14 09:15:00 5 0 68.83% 0.07 617 1987/09/01 00:15:00 1987/09/01 01:15:00 5 0 68.94% 0.07 618 1987/09/13 04:15:00 1987/09/13 05:15:00 5 0 69.05% 0.07 619 1987/10/07 08:15:00 1987/10/07 09:15:00 5 0 69.16% 0.07 620 1987/10/12 17:15:00 1987/10/12 20:15:00 13 0 69.27% 0.07 621 1987/10/28 18:15:00 1987/10/30 12:30:00 170 0 69.39% 0.07 622 1987/11/14 01:15:00 1987/11/14 12:00:00 44 0 69.50% 0.07 623 1987/11/17 20:15:00 1987/11/18 00:15:00 17 0 69.61% 0.07 624 1987/11/20 15:15:00 1987/11/21 05:45:00 59 0 69.72% 0.07 625 1987/12/29 14:15:00 1987/12/30 21:00:00 124 0 69.83% 0.07 626 1988/02/01 00:15:00 1988/02/01 01:15:00 5 0 69.94% 0.07 627 1988/02/29 21:15:00 1988/03/03 18:30:00 278 0 70.06% 0.07 628 1988/05/05 21:15:00 1988/05/05 22:15:00 5 0 70.17% 0.07 629 1988/05/29 03:15:00 1988/05/29 07:15:00 17 0 70.28% 0.07 630 1988/05/31 15:15:00 1988/05/31 16:15:00 5 0 70.39% 0.07 631 1988/11/14 04:15:00 1988/11/14 10:15:00 25 0 70.50% 0.07 632 1988/11/23 21:15:00 1988/11/24 01:15:00 17 0 70.61% 0.07 633 1989/01/28 13:15:00 1989/01/28 14:15:00 5 0 70.73% 0.07 634 1989/02/02 09:15:00 1989/02/02 13:15:00 17 0 70.84% 0.07 635 1989/03/02 18:15:00 1989/03/03 01:15:00 29 0 70.95% 0.07 636 1989/03/08 19:15:00 1989/03/08 20:15:00 5 0 71.06% 0.07 637 1989/04/12 05:15:00 1989/04/12 06:15:00 5 0 71.17% 0.07 638 1989/04/26 02:15:00 1989/04/26 03:15:00 5 0 71.28% 0.07 639 1989/05/15 11:15:00 1989/05/15 12:15:00 5 0 71.40% 0.07 640 1989/09/17 03:15:00 1989/09/17 06:15:00 13 0 71.51% 0.07 641 1989/09/17 15:15:00 1989/09/17 16:15:00 5 0 71.62% 0.07 642 1989/09/19 09:15:00 1989/09/19 11:15:00 9 0 71.73% 0.07 643 1989/10/21 22:15:00 1989/10/22 06:15:00 33 0 71.84% 0.07 644 1989/10/25 19:15:00 1989/10/25 20:15:00 5 0 71.96% 0.07 645 1989/11/26 07:15:00 1989/11/26 18:15:00 45 0 72.07% 0.07 646 1990/01/13 02:15:00 1990/01/13 19:15:00 69 0 72.18% 0.07 647 1990/02/04 10:15:00 1990/02/05 22:00:00 144 0 72.29% 0.07 648 1990/03/05 15:15:00 1990/03/05 16:15:00 5 0 72.40% 0.07 649 1990/03/11 00:15:00 1990/03/11 03:15:00 13 0 72.51% 0.07 650 1990/03/12 11:15:00 1990/03/12 19:15:00 33 0 72.63% 0.07 14/202/9/2023 5:24 PM

Excel Engineering

peakFlowStatisticsPostMitigated
Rank Start Date End Date Duration (hr) Peak (cfs) Freque ncy (%) Return Period (Yr) 651 1990/03/28 17:15:00 1990/03/28 18:15:00 5 0 72.74% 0.07 652 1990/04/04 08:15:00 1990/04/04 13:15:00 21 0 72.85% 0.07 653 1990/04/05 07:15:00 1990/04/05 12:15:00 21 0 72.96% 0.07 654 1990/04/16 20:15:00 1990/04/17 02:15:00 25 0 73.07% 0.07 655 1990/04/17 11:15:00 1990/04/17 12:15:00 5 0 73.18% 0.07 656 1990/04/18 18:15:00 1990/04/18 19:15:00 5 0 73.30% 0.07 657 1990/04/19 18:15:00 1990/04/19 19:15:00 5 0 73.41% 0.07 658 1990/04/24 23:15:00 1990/04/25 00:15:00 5 0 73.52% 0.07 659 1990/05/28 03:15:00 1990/05/28 14:15:00 45 0 73.63% 0.07 660 1990/05/29 04:15:00 1990/05/29 05:15:00 5 0 73.74% 0.07 661 1990/07/13 11:15:00 1990/07/13 12:15:00 5 0 73.85% 0.07 662 1990/08/05 23:15:00 1990/08/06 00:15:00 5 0 73.97% 0.07 663 1990/08/09 15:15:00 1990/08/09 16:15:00 5 0 74.08% 0.07 664 1990/11/19 21:15:00 1990/11/20 06:15:00 37 0 74.19% 0.07 665 1990/11/26 01:15:00 1990/11/26 08:15:00 29 0 74.30% 0.07 666 1990/12/15 21:15:00 1990/12/15 22:15:00 5 0 74.41% 0.07 667 1990/12/19 12:15:00 1990/12/21 03:15:00 157 0 74.53% 0.07 668 1991/03/11 01:15:00 1991/03/12 04:15:00 109 0 74.64% 0.07 669 1991/04/21 02:15:00 1991/04/21 03:15:00 5 0 74.75% 0.07 670 1991/07/31 10:15:00 1991/07/31 11:15:00 5 0 74.86% 0.07 671 1991/09/20 16:15:00 1991/09/20 18:15:00 9 0 74.97% 0.07 672 1991/11/29 18:15:00 1991/11/29 19:15:00 5 0 75.08% 0.07 673 1991/12/08 16:15:00 1991/12/08 17:15:00 5 0 75.20% 0.07 674 1991/12/09 22:15:00 1991/12/10 08:15:00 41 0 75.31% 0.07 675 1991/12/11 05:15:00 1991/12/11 08:15:00 13 0 75.42% 0.07 676 1991/12/17 10:15:00 1991/12/17 12:15:00 9 0 75.53% 0.07 677 1991/12/17 19:15:00 1991/12/18 05:15:00 41 0 75.64% 0.07 678 1991/12/19 05:15:00 1991/12/19 23:45:00 75 0 75.75% 0.07 679 1992/03/06 17:15:00 1992/03/06 18:15:00 5 0 75.87% 0.07 680 1992/03/07 10:15:00 1992/03/07 11:15:00 5 0 75.98% 0.07 681 1992/03/07 21:15:00 1992/03/09 04:45:00 127 0 76.09% 0.07 682 1992/03/29 10:15:00 1992/03/29 11:15:00 5 0 76.20% 0.07 683 1992/03/31 15:15:00 1992/04/01 13:15:00 89 0 76.31% 0.07 684 1992/05/05 21:15:00 1992/05/05 22:15:00 5 0 76.42% 0.07 685 1992/05/22 16:15:00 1992/05/22 19:15:00 13 0 76.54% 0.07 686 1992/08/13 15:15:00 1992/08/13 17:15:00 9 0 76.65% 0.07 687 1992/10/21 15:15:00 1992/10/21 16:15:00 5 0 76.76% 0.07 688 1992/10/23 03:15:00 1992/10/23 07:15:00 17 0 76.87% 0.07 689 1992/10/28 22:15:00 1992/10/29 03:15:00 21 0 76.98% 0.07 690 1992/10/30 16:15:00 1992/10/30 19:15:00 13 0 77.09% 0.07 691 1992/11/20 15:15:00 1992/11/20 16:15:00 5 0 77.21% 0.07 692 1992/11/22 22:15:00 1992/11/22 23:15:00 5 0 77.32% 0.07 693 1992/12/03 22:15:00 1992/12/04 00:15:00 9 0 77.43% 0.07 694 1992/12/04 13:15:00 1992/12/04 19:15:00 25 0 77.54% 0.07 695 1992/12/11 16:15:00 1992/12/12 18:30:00 106 0 77.65% 0.07 696 1993/03/25 23:15:00 1993/03/26 05:15:00 25 0 77.77% 0.07 697 1993/06/05 12:15:00 1993/06/05 17:15:00 21 0 77.88% 0.07 15/202/9/2023 5:24 PM

Excel Engineering

peakFlowStatisticsPostMitigated
Rank Start Date End Date Duration (hr) Peak (cfs) Freque ncy (%) Return Period (Yr) 698 1993/10/16 05:15:00 1993/10/16 06:15:00 5 0 77.99% 0.06 699 1993/11/11 04:15:00 1993/11/11 09:15:00 21 0 78.10% 0.06 700 1993/11/11 17:15:00 1993/11/11 18:15:00 5 0 78.21% 0.06 701 1993/11/12 01:15:00 1993/11/12 08:15:00 29 0 78.32% 0.06 702 1993/11/12 16:15:00 1993/11/12 17:15:00 5 0 78.44% 0.06 703 1993/11/14 05:15:00 1993/11/14 06:15:00 5 0 78.55% 0.06 704 1993/11/30 03:15:00 1993/12/01 04:00:00 100 0 78.66% 0.06 705 1993/12/11 15:15:00 1993/12/13 22:00:00 220 0 78.77% 0.06 706 1993/12/14 16:15:00 1993/12/16 16:30:00 194 0 78.88% 0.06 707 1993/12/19 03:15:00 1993/12/19 17:30:00 58 0 78.99% 0.06 708 1994/03/06 04:15:00 1994/03/06 05:15:00 5 0 79.11% 0.06 709 1994/04/09 04:15:00 1994/04/10 18:00:00 152 0 79.22% 0.06 710 1994/04/24 03:15:00 1994/04/24 05:15:00 9 0 79.33% 0.06 711 1994/05/08 08:15:00 1994/05/08 09:15:00 5 0 79.44% 0.06 712 1994/05/15 01:15:00 1994/05/15 02:15:00 5 0 79.55% 0.06 713 1994/11/16 07:15:00 1994/11/16 09:15:00 9 0 79.66% 0.06 714 1994/11/18 02:15:00 1994/11/18 05:15:00 13 0 79.78% 0.06 715 1994/11/26 10:15:00 1994/11/26 11:15:00 5 0 79.89% 0.06 716 1994/12/13 05:15:00 1994/12/13 06:15:00 5 0 80.00% 0.06 717 1994/12/17 14:15:00 1994/12/17 16:15:00 9 0 80.11% 0.06 718 1994/12/22 06:15:00 1994/12/22 07:15:00 5 0 80.22% 0.06 719 1994/12/22 19:15:00 1994/12/22 21:15:00 9 0 80.34% 0.06 720 1994/12/24 04:15:00 1994/12/24 12:30:00 34 0 80.45% 0.06 721 1995/04/07 09:15:00 1995/04/07 11:15:00 9 0 80.56% 0.06 722 1995/05/06 01:15:00 1995/05/06 10:15:00 37 0 80.67% 0.06 723 1995/05/13 06:15:00 1995/05/13 12:15:00 25 0 80.78% 0.06 724 1995/05/14 20:15:00 1995/05/15 02:15:00 25 0 80.89% 0.06 725 1995/05/23 12:15:00 1995/05/23 13:15:00 5 0 81.01% 0.06 726 1995/06/15 20:15:00 1995/06/16 01:15:00 21 0 81.12% 0.06 727 1995/06/16 12:15:00 1995/06/16 16:15:00 17 0 81.23% 0.06 728 1995/06/16 23:15:00 1995/06/17 00:15:00 5 0 81.34% 0.06 729 1995/06/17 12:15:00 1995/06/17 13:15:00 5 0 81.45% 0.06 730 1995/07/16 07:15:00 1995/07/16 08:15:00 5 0 81.56% 0.06 731 1995/10/01 00:15:00 1995/10/01 01:15:00 5 0 81.68% 0.06 732 1995/11/01 02:15:00 1995/11/01 08:15:00 25 0 81.79% 0.06 733 1995/12/13 03:15:00 1995/12/13 10:15:00 29 0 81.90% 0.06 734 1995/12/13 21:15:00 1995/12/13 22:30:00 6 0 82.01% 0.06 735 1995/12/14 07:15:00 1995/12/14 08:15:00 5 0 82.12% 0.06 736 1996/01/16 18:15:00 1996/01/17 13:45:00 79 0 82.23% 0.06 737 1996/01/28 07:15:00 1996/01/28 08:15:00 5 0 82.35% 0.06 738 1996/02/21 01:15:00 1996/02/21 02:15:00 5 0 82.46% 0.06 739 1996/02/21 09:15:00 1996/02/23 09:15:00 193 0 82.57% 0.06 740 1996/03/04 16:15:00 1996/03/06 17:30:00 198 0 82.68% 0.06 741 1996/04/17 23:15:00 1996/04/18 07:15:00 33 0 82.79% 0.06 742 1996/05/24 14:15:00 1996/05/24 16:15:00 9 0 82.91% 0.06 743 1996/07/10 13:15:00 1996/07/10 14:15:00 5 0 83.02% 0.06 744 1996/07/19 09:15:00 1996/07/19 10:15:00 5 0 83.13% 0.06 16/202/9/2023 5:24 PM

Excel Engineering

peakFlowStatisticsPostMitigated
Rank Start Date End Date Duration (hr) Peak (cfs) Freque ncy (%) Return Period (Yr) 745 1996/10/25 21:15:00 1996/10/25 22:15:00 5 0 83.24% 0.06 746 1996/11/29 01:15:00 1996/11/29 08:15:00 29 0 83.35% 0.06 747 1996/12/05 21:15:00 1996/12/08 01:30:00 210 0 83.46% 0.06 748 1996/12/22 14:15:00 1996/12/23 21:45:00 127 0 83.58% 0.06 749 1996/12/27 15:15:00 1996/12/29 11:30:00 178 0 83.69% 0.06 750 1997/01/02 00:15:00 1997/01/02 18:45:00 75 0 83.80% 0.06 751 1997/02/10 18:15:00 1997/02/11 23:00:00 116 0 83.91% 0.06 752 1997/02/17 17:15:00 1997/02/17 18:15:00 5 0 84.02% 0.06 753 1997/02/18 12:15:00 1997/02/18 13:15:00 5 0 84.13% 0.06 754 1997/04/03 16:15:00 1997/04/03 17:15:00 5 0 84.25% 0.06 755 1997/04/08 09:15:00 1997/04/08 10:15:00 5 0 84.36% 0.06 756 1997/05/24 06:15:00 1997/05/24 07:15:00 5 0 84.47% 0.06 757 1997/12/18 14:15:00 1997/12/18 18:15:00 17 0 84.58% 0.06 758 1997/12/21 07:15:00 1997/12/22 17:45:00 139 0 84.69% 0.06 759 1998/01/02 15:15:00 1998/01/02 17:15:00 9 0 84.80% 0.06 760 1998/01/03 15:15:00 1998/01/03 17:15:00 9 0 84.92% 0.06 761 1998/01/04 07:15:00 1998/01/05 18:00:00 140 0 85.03% 0.06 762 1998/01/16 15:15:00 1998/01/16 22:15:00 29 0 85.14% 0.06 763 1998/01/19 03:15:00 1998/01/21 08:15:00 213 0 85.25% 0.06 764 1998/03/01 16:15:00 1998/03/01 17:15:00 5 0 85.36% 0.06 765 1998/03/06 03:15:00 1998/03/07 19:30:00 162 0 85.47% 0.06 766 1998/03/15 10:15:00 1998/03/15 19:15:00 37 0 85.59% 0.06 767 1998/04/06 16:15:00 1998/04/06 17:15:00 5 0 85.70% 0.06 768 1998/04/07 14:15:00 1998/04/07 18:15:00 17 0 85.81% 0.06 769 1998/04/19 14:15:00 1998/04/19 18:15:00 17 0 85.92% 0.06 770 1998/04/28 10:15:00 1998/04/28 19:15:00 37 0 86.03% 0.06 771 1998/05/04 15:15:00 1998/05/04 17:15:00 9 0 86.15% 0.06 772 1998/05/05 01:15:00 1998/05/06 01:15:00 97 0 86.26% 0.06 773 1998/05/06 15:15:00 1998/05/06 17:15:00 9 0 86.37% 0.06 774 1998/05/26 16:15:00 1998/05/26 17:15:00 5 0 86.48% 0.06 775 1998/06/12 16:15:00 1998/06/12 17:15:00 5 0 86.59% 0.06 776 2000/01/01 08:15:00 2000/01/01 21:15:00 53 0 86.70% 0.06 777 2000/01/02 14:15:00 2000/01/02 17:15:00 13 0 86.82% 0.06 778 2000/01/17 16:15:00 2000/01/17 17:15:00 5 0 86.93% 0.06 779 2000/01/25 11:15:00 2000/01/25 19:15:00 33 0 87.04% 0.06 780 2000/02/11 08:15:00 2000/02/11 20:15:00 49 0 87.15% 0.06 781 2000/02/14 14:15:00 2000/02/14 17:15:00 13 0 87.26% 0.06 782 2000/02/28 14:15:00 2000/02/28 17:15:00 13 0 87.37% 0.06 783 2000/04/14 21:15:00 2000/04/14 22:15:00 5 0 87.49% 0.06 784 2000/04/21 18:15:00 2000/04/21 19:15:00 5 0 87.60% 0.06 785 2000/04/22 04:15:00 2000/04/22 05:15:00 5 0 87.71% 0.06 786 2000/05/25 22:15:00 2000/05/26 00:15:00 9 0 87.82% 0.06 787 2000/09/23 01:15:00 2000/09/23 02:15:00 5 0 87.93% 0.06 788 2000/10/06 12:15:00 2000/10/06 13:15:00 5 0 88.04% 0.06 789 2000/10/10 07:15:00 2000/10/10 10:15:00 13 0 88.16% 0.06 790 2000/10/11 08:15:00 2000/10/11 09:15:00 5 0 88.27% 0.06 791 2000/10/21 17:15:00 2000/10/21 18:15:00 5 0 88.38% 0.06 17/202/9/2023 5:24 PM

Excel Engineering

peakFlowStatisticsPostMitigated
Rank Start Date End Date Duration (hr) Peak (cfs) Freque ncy (%) Return Period (Yr) 792 2000/10/26 08:15:00 2000/10/26 09:15:00 5 0 88.49% 0.06 793 2000/10/27 01:15:00 2000/10/27 02:15:00 5 0 88.60% 0.06 794 2000/11/10 03:15:00 2000/11/10 09:15:00 25 0 88.72% 0.06 795 2000/11/10 22:15:00 2000/11/12 05:15:00 125 0 88.83% 0.06 796 2000/11/22 20:15:00 2000/11/22 21:15:00 5 0 88.94% 0.06 797 2001/01/08 15:15:00 2001/01/08 18:30:00 14 0 89.05% 0.06 798 2001/01/09 03:15:00 2001/01/09 04:15:00 5 0 89.16% 0.06 799 2001/04/20 23:15:00 2001/04/21 13:15:00 57 0 89.27% 0.06 800 2001/08/20 14:15:00 2001/08/20 18:15:00 17 0 89.39% 0.06 801 2001/08/21 16:15:00 2001/08/21 17:15:00 5 0 89.50% 0.06 802 2001/11/04 15:15:00 2001/11/04 17:15:00 9 0 89.61% 0.06 803 2001/11/12 16:15:00 2001/11/12 17:15:00 5 0 89.72% 0.06 804 2001/11/13 10:15:00 2001/11/13 19:15:00 37 0 89.83% 0.06 805 2001/11/29 08:15:00 2001/11/30 20:45:00 147 0 89.94% 0.06 806 2001/12/03 04:15:00 2001/12/05 06:00:00 200 0 90.06% 0.06 807 2001/12/14 10:15:00 2001/12/15 17:15:00 125 0 90.17% 0.06 808 2001/12/30 15:15:00 2001/12/30 17:15:00 9 0 90.28% 0.06 809 2002/01/03 16:15:00 2002/01/03 17:15:00 5 0 90.39% 0.06 810 2002/01/28 02:15:00 2002/01/28 05:15:00 13 0 90.50% 0.06 811 2002/01/28 18:15:00 2002/01/29 09:15:00 61 0 90.61% 0.06 812 2002/02/17 16:15:00 2002/02/17 17:15:00 5 0 90.73% 0.06 813 2002/02/18 15:15:00 2002/02/18 17:15:00 9 0 90.84% 0.06 814 2002/03/07 10:15:00 2002/03/07 16:15:00 25 0 90.95% 0.06 815 2002/03/07 23:15:00 2002/03/08 02:15:00 13 0 91.06% 0.06 816 2002/03/16 05:15:00 2002/03/16 08:15:00 13 0 91.17% 0.06 817 2002/03/24 01:15:00 2002/03/24 04:15:00 13 0 91.28% 0.06 818 2002/04/15 08:15:00 2002/04/15 09:15:00 5 0 91.40% 0.06 819 2002/04/24 10:15:00 2002/04/24 14:15:00 17 0 91.51% 0.06 820 2002/04/26 08:15:00 2002/04/26 09:15:00 5 0 91.62% 0.06 821 2002/05/20 22:15:00 2002/05/20 23:15:00 5 0 91.73% 0.06 822 2002/09/06 15:15:00 2002/09/06 17:15:00 9 0 91.84% 0.06 823 2002/12/29 15:15:00 2002/12/29 17:15:00 9 0 91.96% 0.06 824 2003/03/04 15:15:00 2003/03/04 17:15:00 9 0 92.07% 0.06 825 2003/04/05 16:15:00 2003/04/05 17:15:00 5 0 92.18% 0.06 826 2003/04/13 14:15:00 2003/04/13 18:15:00 17 0 92.29% 0.05 827 2003/05/07 16:15:00 2003/05/07 17:15:00 5 0 92.40% 0.05 828 2003/06/10 16:15:00 2003/06/10 17:15:00 5 0 92.51% 0.05 829 2003/06/11 16:15:00 2003/06/11 17:15:00 5 0 92.63% 0.05 830 2003/06/20 16:15:00 2003/06/20 17:15:00 5 0 92.74% 0.05 831 2003/07/30 06:15:00 2003/07/30 07:15:00 5 0 92.85% 0.05 832 2003/11/01 04:15:00 2003/11/01 05:15:00 5 0 92.96% 0.05 833 2003/11/03 17:15:00 2003/11/03 23:15:00 25 0 93.07% 0.05 834 2003/11/12 02:15:00 2003/11/12 12:15:00 41 0 93.18% 0.05 835 2003/11/16 00:15:00 2003/11/16 03:15:00 13 0 93.30% 0.05 836 2003/12/07 20:15:00 2003/12/08 00:15:00 17 0 93.41% 0.05 837 2003/12/11 16:15:00 2003/12/11 17:15:00 5 0 93.52% 0.05 838 2004/01/02 18:15:00 2004/01/03 23:15:00 117 0 93.63% 0.05 18/202/9/2023 5:24 PM

Excel Engineering

peakFlowStatisticsPostMitigated
Rank Start Date End Date Duration (hr) Peak (cfs) Freque ncy (%) Return Period (Yr) 839 2004/01/19 07:15:00 2004/01/19 10:15:00 13 0 93.74% 0.05 840 2004/01/25 02:15:00 2004/01/25 03:15:00 5 0 93.85% 0.05 841 2004/01/28 04:15:00 2004/01/29 01:45:00 87 0 93.97% 0.05 842 2004/01/31 06:15:00 2004/01/31 07:15:00 5 0 94.08% 0.05 843 2004/03/26 09:15:00 2004/03/26 10:15:00 5 0 94.19% 0.05 844 2004/04/02 14:15:00 2004/04/02 16:15:00 9 0 94.30% 0.05 845 2004/04/17 12:15:00 2004/04/17 15:15:00 13 0 94.41% 0.05 846 2004/11/12 11:15:00 2004/11/12 12:15:00 5 0 94.53% 0.05 847 2004/11/29 11:15:00 2004/11/30 10:15:00 93 0 94.64% 0.05 848 2004/12/04 13:15:00 2004/12/04 14:15:00 5 0 94.75% 0.05 849 2005/01/26 01:15:00 2005/01/26 02:15:00 5 0 94.86% 0.05 850 2005/01/26 21:15:00 2005/01/27 00:15:00 13 0 94.97% 0.05 851 2005/02/07 07:15:00 2005/02/07 08:15:00 5 0 95.08% 0.05 852 2005/03/04 14:15:00 2005/03/04 15:15:00 5 0 95.20% 0.05 853 2005/03/18 16:15:00 2005/03/19 07:15:00 61 0 95.31% 0.05 854 2005/03/19 23:15:00 2005/03/20 05:15:00 25 0 95.42% 0.05 855 2005/05/06 01:15:00 2005/05/06 02:15:00 5 0 95.53% 0.05 856 2005/07/23 04:15:00 2005/07/23 05:15:00 5 0 95.64% 0.05 857 2005/09/20 01:15:00 2005/09/20 03:15:00 9 0 95.75% 0.05 858 2005/10/17 13:15:00 2005/10/17 15:15:00 9 0 95.87% 0.05 859 2005/12/03 01:15:00 2005/12/03 02:15:00 5 0 95.98% 0.05 860 2005/12/31 15:15:00 2005/12/31 22:15:00 29 0 96.09% 0.05 861 2006/02/17 22:15:00 2006/02/18 04:15:00 25 0 96.20% 0.05 862 2006/02/19 01:15:00 2006/02/19 05:15:00 17 0 96.31% 0.05 863 2006/03/07 00:15:00 2006/03/07 01:15:00 5 0 96.42% 0.05 864 2006/03/07 20:15:00 2006/03/09 01:00:00 116 0 96.54% 0.05 865 2006/03/17 19:15:00 2006/03/19 18:30:00 190 0 96.65% 0.05 866 2006/03/20 03:15:00 2006/03/20 04:15:00 5 0 96.76% 0.05 867 2006/03/25 23:15:00 2006/03/26 03:15:00 17 0 96.87% 0.05 868 2006/03/28 01:15:00 2006/03/28 02:15:00 5 0 96.98% 0.05 869 2006/04/14 12:15:00 2006/04/16 19:00:00 220 0 97.09% 0.05 870 2006/04/23 05:15:00 2006/04/23 06:15:00 5 0 97.21% 0.05 871 2006/07/28 23:15:00 2006/07/29 05:15:00 25 0 97.32% 0.05 872 2006/07/30 07:15:00 2006/07/30 08:15:00 5 0 97.43% 0.05 873 2006/07/31 06:15:00 2006/07/31 07:15:00 5 0 97.54% 0.05 874 2006/10/13 19:15:00 2006/10/14 04:15:00 37 0 97.65% 0.05 875 2006/10/14 11:15:00 2006/10/14 12:15:00 5 0 97.77% 0.05 876 2006/11/27 09:15:00 2006/11/27 12:15:00 13 0 97.88% 0.05 877 2006/11/27 22:15:00 2006/11/28 00:15:00 9 0 97.99% 0.05 878 2006/12/22 07:15:00 2006/12/22 08:15:00 5 0 98.10% 0.05 879 2006/12/27 06:15:00 2006/12/28 09:15:00 109 0 98.21% 0.05 880 2007/01/04 21:15:00 2007/01/05 02:15:00 21 0 98.32% 0.05 881 2007/01/29 21:15:00 2007/01/29 23:15:00 9 0 98.44% 0.05 882 2007/02/11 11:15:00 2007/02/11 13:15:00 9 0 98.55% 0.05 883 2007/02/26 23:15:00 2007/02/27 00:15:00 5 0 98.66% 0.05 884 2007/02/28 04:15:00 2007/03/01 11:00:00 124 0 98.77% 0.05 885 2007/03/21 03:15:00 2007/03/21 10:15:00 29 0 98.88% 0.05 19/202/9/2023 5:24 PM

Excel Engineering

peakFlowStatisticsPostMitigated
Rank Start Date End Date Duration (hr) Peak (cfs) Freque ncy (%) Return Period (Yr) 886 2007/03/27 04:15:00 2007/03/27 05:15:00 5 0 98.99% 0.05 887 2007/03/27 15:15:00 2007/03/27 16:15:00 5 0 99.11% 0.05 888 2007/04/22 22:15:00 2007/04/23 02:15:00 17 0 99.22% 0.05 889 2007/05/23 00:15:00 2007/05/23 02:15:00 9 0 99.33% 0.05 890 2007/09/22 10:15:00 2007/09/22 11:15:00 5 0 99.44% 0.05 891 2007/10/13 02:15:00 2007/10/13 07:15:00 21 0 99.55% 0.05 892 2007/10/17 08:15:00 2007/10/17 09:15:00 5 0 99.66% 0.05 893 2008/01/21 07:15:00 2008/01/21 09:30:00 10 0 99.78% 0.05 894 2008/05/22 14:15:00 2008/05/22 15:15:00 5 0 99.89% 0.05 -------------End of Data-----------------
20/202/9/2023 5:24 PM

Excel Engineering

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/uni0032
/uni0033
/uni0034
/uni0046/uni006C/uni006F/uni0077/uni0020/uni0052/uni0061/uni0074/uni0065/uni0020/uni0028/uni0063/uni0066/uni0073/uni0029 /uni0050/uni0072/uni0065/uni0020/uni0044/uni0065/uni0076/uni0065/uni006C/uni006F/uni0070/uni006D/uni0065/uni006E/uni0074 /uni0050/uni006F/uni0073/uni0074/uni0020/uni0044/uni0065/uni0076/uni0065/uni006C/uni006F/uni0070/uni006D/uni0065/uni006E/uni0074/uni0020/uni004D/uni0069/uni0074/uni0069/uni0067/uni0061/uni0074/uni0065/uni0064 /uni0051/uni0031/uni0030/uni0020/uni0028/uni0034/uni002E/uni0032/uni0034/uni0063/uni0066/uni0073/uni0029 /uni0051/uni006C/uni0066/uni0020/uni0028/uni0030/uni002E/uni0033/uni0030/uni0032/uni0063/uni0066/uni0073/uni0029

Excel Engineering

flowDurationPassFailMitigated
Compared to:
pre-development SWMM file: V:\22\22027\Engineering\TM\Storm\Working Files\Hydmod\22027 pre hydromod.out pre-development time stamp: 9/14/2022 3:04:49 PM
Compare Post-Development Curve to Pre-Development Curve Flow Control Upper Limit: 4.24 (cfs)
Flow Control Lower Limit: 0.302 (cfs)
post-development SWMM file: V:\22\22027\Engineering\TM\Storm\Working Files\Hydmod\22027 post hydromod.out post-development time stamp: 2/9/2023 10:24:07 AM
Post PT #
Flow R
ate (cfs)
Post De
v % E
xceed
Pre De
v % E
xceed
%Ex
post
< %Ex
pre
%Ex
post
> %Ex
pre
%Ex
post
> 110%
%E
x p
re
Pass/Fa
il
0 0.30 0.13 0.24 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 1 0.34 0.11 0.22 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 2 0.38 0.10 0.21 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 3 0.42 0.09 0.19 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 4 0.46 0.08 0.17 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 5 0.50 0.07 0.16 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 6 0.54 0.06 0.16 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 7 0.58 0.05 0.15 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 8 0.62 0.05 0.15 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 9 0.66 0.04 0.14 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 10 0.70 0.04 0.14 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 11 0.74 0.03 0.13 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 12 0.78 0.03 0.12 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 13 0.82 0.03 0.12 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 14 0.86 0.03 0.11 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 15 0.90 0.02 0.11 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 16 0.94 0.02 0.10 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 17 0.98 0.02 0.09 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 18 1.02 0.02 0.08 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 19 1.06 0.02 0.07 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 20 1.10 0.02 0.07 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 21 1.14 0.01 0.06 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 22 1.18 0.01 0.06 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 23 1.22 0.01 0.06 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 24 1.26 0.01 0.06 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 25 1.30 0.01 0.06 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 26 1.34 0.01 0.05 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 27 1.38 0.01 0.05 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 28 1.42 0.01 0.05 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 29 1.46 0.01 0.05 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 1/32/9/2023 5:24 PM

Excel Engineering

flowDurationPassFailMitigated
Post PT #
Flow R
ate (cfs)
Post De
v % E
xceed
Pre De
v % E
xceed
%Ex
post
< %Ex
pre
%Ex
post
> %Ex
pre
%Ex
post
> 110%
%E
x p
re
Pass/Fa
il
30 1.50 0.01 0.04 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 31 1.54 0.01 0.04 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 32 1.57 0.01 0.04 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 33 1.61 0.01 0.03 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 34 1.65 0.00 0.03 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 35 1.69 0.00 0.03 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 36 1.73 0.00 0.03 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 37 1.77 0.00 0.03 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 38 1.81 0.00 0.03 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 39 1.85 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 40 1.89 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 41 1.93 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 42 1.97 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 43 2.01 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 44 2.05 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 45 2.09 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 46 2.13 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 47 2.17 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 48 2.21 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 49 2.25 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 50 2.29 0.00 0.02 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 51 2.33 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 52 2.37 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 53 2.41 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 54 2.45 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 55 2.49 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 56 2.53 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 57 2.57 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 58 2.61 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 59 2.65 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 60 2.69 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 61 2.73 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 62 2.77 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 63 2.81 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 64 2.85 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 65 2.89 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 66 2.93 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 67 2.97 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 68 3.01 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 69 3.05 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 2/32/9/2023 5:24 PM

Excel Engineering

flowDurationPassFailMitigated
Post PT #
Flow R
ate (cfs)
Post De
v % E
xceed
Pre De
v % E
xceed
%Ex
post
< %Ex
pre
%Ex
post
> %Ex
pre
%Ex
post
> 110%
%E
x p
re
Pass/Fa
il
70 3.09 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 71 3.13 0.00 0.01 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 72 3.17 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 73 3.21 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 74 3.25 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 75 3.29 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 76 3.33 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 77 3.36 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 78 3.40 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 79 3.44 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 80 3.48 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 81 3.52 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 82 3.56 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 83 3.60 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 84 3.64 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 85 3.68 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 86 3.72 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 87 3.76 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 88 3.80 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 89 3.84 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 90 3.88 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 91 3.92 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 92 3.96 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 93 4.00 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 94 4.04 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 95 4.08 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 96 4.12 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 97 4.16 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 98 4.20 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 99 4.24 0.00 0.00 TRUE FALSE FALSE Pass: Post Duration <= Pre Duration 3/32/9/2023 5:24 PM

Excel Engineering

USGS9217dPre
DISCHARGE Number of periods when discharge was equal to or greater than DISCHARGE column but less than that shown on the next line
Duration Table Summary at Project Discharge Point
file name: V:\22\22027\Engineering\TM\Storm\Working Files\Hydmod\22027 pre hydromod.out time stamp: 9/14/2022 3:04:49 PM
Bin Num
ber
Dis
charge Ra
te (cfs)
Nu
mber of Periods
To
tal Period
s Exceeding
Percent Time Excee
ded
1 0.30 138 1860 0.243
2 0.34 150 1722 0.225
3 0.38 133 1572 0.205
4 0.42 117 1439 0.188
5 0.46 66 1322 0.173
6 0.50 65 1256 0.164
7 0.54 36 1191 0.156
8 0.58 41 1155 0.151
9 0.62 36 1114 0.146
10 0.66 41 1078 0.141
11 0.70 47 1037 0.135
12 0.74 46 990 0.129
13 0.78 43 944 0.123
14 0.82 38 901 0.118
15 0.86 45 863 0.113
16 0.90 54 818 0.107
17 0.94 58 764 0.100
18 0.98 84 706 0.092
19 1.02 64 622 0.081
20 1.06 54 558 0.073
21 1.10 26 504 0.066
22 1.14 9 478 0.062
23 1.18 13 469 0.061
24 1.22 13 456 0.060
25 1.26 13 443 0.058
26 1.30 23 430 0.056
27 1.34 27 407 0.053
28 1.38 16 380 0.050
29 1.42 18 364 0.048
30 1.46 13 346 0.045
31 1.50 19 333 0.044
32 1.54 23 314 0.041
33 1.57 25 291 0.038
34 1.61 19 266 0.035
35 1.65 18 247 0.032
36 1.69 18 229 0.030
37 1.73 13 211 0.028
38 1.77 5 198 0.026
39 1.81 3 193 0.025
40 1.85 6 190 0.025
41 1.89 6 184 0.024
42 1.93 7 178 0.023
43 1.97 4 171 0.022
44 2.01 7 167 0.022
45 2.05 6 160 0.021
46 2.09 4 154 0.020
47 2.13 10 150 0.020
48 2.17 8 140 0.018
49 2.21 9 132 0.017
50 2.25 8 123 0.016
51 2.29 7 115 0.015
1/22/9/2023 5:24 PM

Excel Engineering

USGS9217dPre
Bin Num
ber
Dis
charge Ra
te (cfs)
Nu
mber of Periods
To
tal Period
s Exceeding
Percent Time Excee
ded
52 2.33 7 108 0.014
53 2.37 6 101 0.013
54 2.41 4 95 0.012
55 2.45 1 91 0.012
56 2.49 1 90 0.012
57 2.53 2 89 0.012
58 2.57 1 87 0.011
59 2.61 3 86 0.011
60 2.65 4 83 0.011
61 2.69 3 79 0.010
62 2.73 2 76 0.010
63 2.77 2 74 0.010
64 2.81 1 72 0.009
65 2.85 4 71 0.009
66 2.89 10 67 0.009
67 2.93 6 57 0.007
68 2.97 6 51 0.007
69 3.01 2 45 0.006
70 3.05 4 43 0.006
71 3.09 0 39 0.005
72 3.13 1 39 0.005
73 3.17 3 38 0.005
74 3.21 0 35 0.005
75 3.25 0 35 0.005
76 3.29 1 35 0.005
77 3.33 1 34 0.004
78 3.36 1 33 0.004
79 3.40 0 32 0.004
80 3.44 3 32 0.004
81 3.48 4 29 0.004
82 3.52 8 25 0.003
83 3.56 3 17 0.002
84 3.60 2 14 0.002
85 3.64 2 12 0.002
86 3.68 2 10 0.001
87 3.72 1 8 0.001
88 3.76 0 7 0.001
89 3.80 0 7 0.001
90 3.84 0 7 0.001
91 3.88 1 7 0.001
92 3.92 2 6 0.001
93 3.96 2 4 0.001
94 4.00 1 2 0.000
95 4.04 1 1 0.000
96 4.08 0 0 0.000
97 4.12 0 0 0.000
98 4.16 0 0 0.000
99 4.20 0 0 0.000
100 4.24 0 0 0.000
-------------End of Data-----------------
2/22/9/2023 5:24 PM

Excel Engineering

USGS9217dPostMitigated
DISCHARGE Number of periods when discharge was equal to or greater than DISCHARGE column but less than that shown on the next line
Duration Table Summary at Project Discharge Point
file name: V:\22\22027\Engineering\TM\Storm\Working Files\Hydmod\22027 post hydromod.out time stamp: 2/9/2023 10:24:07 AM
Bin Num
ber
Dis
charge Ra
te (cfs)
Nu
mber of Periods
To
tal Period
s Exceeding
Percent Time Excee
ded
1 0.30 244 1976 0.129
2 0.34 250 1732 0.113
3 0.38 174 1482 0.097
4 0.42 121 1308 0.085
5 0.46 137 1187 0.078
6 0.50 140 1050 0.069
7 0.54 122 910 0.059
8 0.58 91 788 0.051
9 0.62 73 697 0.046
10 0.66 46 624 0.041
11 0.70 50 578 0.038
12 0.74 51 528 0.034
13 0.78 50 477 0.031
14 0.82 23 427 0.028
15 0.86 32 404 0.026
16 0.90 44 372 0.024
17 0.94 29 328 0.021
18 0.98 28 299 0.020
19 1.02 13 271 0.018
20 1.06 22 258 0.017
21 1.10 13 236 0.015
22 1.14 9 223 0.015
23 1.18 19 214 0.014
24 1.22 21 195 0.013
25 1.26 15 174 0.011
26 1.30 18 159 0.010
27 1.34 5 141 0.009
28 1.38 9 136 0.009
29 1.42 11 127 0.008
30 1.46 6 116 0.008
31 1.50 6 110 0.007
32 1.54 11 104 0.007
33 1.57 10 93 0.006
34 1.61 14 83 0.005
35 1.65 7 69 0.005
36 1.69 10 62 0.004
37 1.73 4 52 0.003
38 1.77 3 48 0.003
39 1.81 4 45 0.003
40 1.85 2 41 0.003
41 1.89 1 39 0.003
42 1.93 4 38 0.002
43 1.97 7 34 0.002
44 2.01 10 27 0.002
45 2.05 1 17 0.001
46 2.09 3 16 0.001
47 2.13 1 13 0.001
48 2.17 3 12 0.001
49 2.21 1 9 0.001
50 2.25 0 8 0.001
51 2.29 4 8 0.001
1/22/9/2023 5:24 PM

Excel Engineering

USGS9217dPostMitigated
Bin Num
ber
Dis
charge Ra
te (cfs)
Nu
mber of Periods
To
tal Period
s Exceeding
Percent Time Excee
ded
52 2.33 0 4 0.000
53 2.37 0 4 0.000
54 2.41 0 4 0.000
55 2.45 1 4 0.000
56 2.49 0 3 0.000
57 2.53 0 3 0.000
58 2.57 0 3 0.000
59 2.61 0 3 0.000
60 2.65 0 3 0.000
61 2.69 0 3 0.000
62 2.73 0 3 0.000
63 2.77 0 3 0.000
64 2.81 1 3 0.000
65 2.85 0 2 0.000
66 2.89 1 2 0.000
67 2.93 1 1 0.000
68 2.97 0 0 0.000
69 3.01 0 0 0.000
70 3.05 0 0 0.000
71 3.09 0 0 0.000
72 3.13 0 0 0.000
73 3.17 0 0 0.000
74 3.21 0 0 0.000
75 3.25 0 0 0.000
76 3.29 0 0 0.000
77 3.33 0 0 0.000
78 3.36 0 0 0.000
79 3.40 0 0 0.000
80 3.44 0 0 0.000
81 3.48 0 0 0.000
82 3.52 0 0 0.000
83 3.56 0 0 0.000
84 3.60 0 0 0.000
85 3.64 0 0 0.000
86 3.68 0 0 0.000
87 3.72 0 0 0.000
88 3.76 0 0 0.000
89 3.80 0 0 0.000
90 3.84 0 0 0.000
91 3.88 0 0 0.000
92 3.92 0 0 0.000
93 3.96 0 0 0.000
94 4.00 0 0 0.000
95 4.04 0 0 0.000
96 4.08 0 0 0.000
97 4.12 0 0 0.000
98 4.16 0 0 0.000
99 4.20 0 0 0.000
100 4.24 0 0 0.000
-------------End of Data-----------------
2/22/9/2023 5:24 PM

Excel Engineering

END OF STATISTICS ANALYSIS
Project Name: Cornerstone Communities Woodward
Project Applicant: Cornerstone Communities Woodward
Jurisdiction: San Marcos
Parcel (APN): 220-210-49
Hydrologic Unit: Carlsbad 904
Rain Gauge: Lake Wohlford
Total Project Area (sf): 373,309
Channel Susceptibility: High
BMP Sizing Spreadsheet V3.1
Project Name: Hydrologic Unit:

Project Applicant: Rain Gauge:

Jurisdiction: Total Project Area:

Parcel (APN): Low Flow Threshold:

BMP Name: BMP Type:

BMP Native Soil Type: BMP Infiltration Rate (in/hr):

HMP Sizing Factors Minimum BMP Size
DMA
Name Area (sf)
Pre Project Soil
Type Pre-Project Slope
Post Project
Surface Type
Area Weighted Runoff
Factor
(Table G.2-1)1
Volume Volume (CF)
0 0
DMA-13 63,575 D Steep Landscape 0.1 0.12 763
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
BMP Tributary Area 63,575 Minimum BMP Size 763
Proposed BMP Size* 3958 * Assumes standard configuration

3.5 ft

3.0 ft
254 CF
Notes:

1. Runoff factors which are used for hydromodification management flow control (Table G.2-1) are different from the runoff factors used for pollutant control BMP sizing (Table B.1-1). Table references are taken from the San Diego Region Model BMP Design Manual, May 2018.

BMP Sizing Spreadsheet V3.1
NA
Cistern

0.1Q2
373,309
Lake Wohlford
Carlsbad 904
Enter BMP Name
Cornerstone Communities Woodward
Cornerstone Communities Woodward
Areas Draining to BMP
San Marcos
220-210-49
D
This BMP Sizing Spreadsheet has been updated in conformance with the San Diego Region Model BMP Design Manual, May 2018. For questions or concerns please contact the jurisdiction in which your project is located.

Describe the BMP's in sufficient detail in your PDP SWQMP to demonstrate the area, volume, and other criteria can be met within the constraints of the site.

BMP's must be adapted and applied to the conditions specific to the development project such as unstable slopes or the lack of available head.

Designated Staff have final review and approval authority over the project design.

Standard Cistern Depth (Overflow Elevation)
Provided Cistern Depth (Overflow Elevation)
Minimum Required Cistern Footprint)
Project Name: Hydrologic Unit:

Project Applicant: Rain Gauge:

Jurisdiction: Total Project Area:

Parcel (APN): Low Flow Threshold:

BMP Name BMP Type:

Rain Gauge Unit Runoff Ratio DMA Area (ac) Orifice Flow - %Q2 Orifice Area Soil Type Slope (cfs/ac) (cfs) (in2)
DMA-13 Lake Wohlford D Steep 0.556 1.459 0.081 1.29

3.00 0.081 1.29 1.28
Max Orifice Head Max Tot. Allowable
Orifice Flow
Max Tot. Allowable
Orifice Area
Max Orifice
Diameter
(feet) (cfs) (in2) (in)
Provide Hand Calc. 0.040 0.64 0.900
Average outflow during
surface drawdown Max Orifice Outflow Actual Orifice Area Selected Orifice Diameter
(cfs) (cfs) (in2) (in)
Drawdown (Hrs) Provide Hand
Calculation
Lake Wohlford
Cistern
Drawdown time exceeds 96 Hrs. Project must
implement a vector control program.

Carlsbad 904
BMP Sizing Spreadsheet V3.1
San Marcos
220-210-49
Cornerstone Communities Woodward
Cornerstone Communities Woodward

0.1Q2
373,309
Enter BMP Name
Pre-developed Condition
No Orifice Required for
Infiltration Facilities
DMA
Name
1l
~
~
9l
"' 6 u. :;;
~
i ;;
~
j
I !
Q.
:;; :r:
i
}
a t
C
i t
Q.
~
i
0 5 10
Mi es

EXPLANATION
-- Precipitation Contours
Lai«> 11\1:,h!ford Ba ~in
Lindbergh Basin
Oceanside Basin
Brown ANo
!8_____.l-jU-

RAINFALL BASIN MAP
SAN DIEGO HMP : 1•-0-tr r:eatz I
Lower Flow Threshold Soil Group Slope Rain Gauge A

0.1Q2 A Flat Lindbergh 0.055

0.1Q2 A Moderate Lindbergh 0.055

0.1Q2 A Steep Lindbergh 0.055

0.1Q2 B Flat Lindbergh 0.045

0.1Q2 B Moderate Lindbergh 0.045

0.1Q2 B Steep Lindbergh 0.045

0.1Q2 C Flat Lindbergh 0.035

0.1Q2 C Moderate Lindbergh 0.035

0.1Q2 C Steep Lindbergh 0.035

0.1Q2 D Flat Lindbergh 0.03

0.1Q2 D Moderate Lindbergh 0.03

0.1Q2 D Steep Lindbergh 0.03

0.1Q2 A Flat Oceanside 0.06

0.1Q2 A Moderate Oceanside 0.06

0.1Q2 A Steep Oceanside 0.06

0.1Q2 B Flat Oceanside 0.05

0.1Q2 B Moderate Oceanside 0.05

0.1Q2 B Steep Oceanside 0.05

0.1Q2 C Flat Oceanside 0.05

0.1Q2 C Moderate Oceanside 0.05

0.1Q2 C Steep Oceanside 0.045

0.1Q2 D Flat Oceanside 0.035

0.1Q2 D Moderate Oceanside 0.035

0.1Q2 D Steep Oceanside 0.035

0.1Q2 A Flat Lake Wohlford 0.085

0.1Q2 A Moderate Lake Wohlford 0.085

0.1Q2 A Steep Lake Wohlford 0.085

0.1Q2 B Flat Lake Wohlford 0.07

0.1Q2 B Moderate Lake Wohlford 0.07

0.1Q2 B Steep Lake Wohlford 0.07

0.1Q2 C Flat Lake Wohlford 0.055

0.1Q2 C Moderate Lake Wohlford 0.055

0.1Q2 C Steep Lake Wohlford 0.055

0.1Q2 D Flat Lake Wohlford 0.04

0.1Q2 D Moderate Lake Wohlford 0.04

0.1Q2 D Steep Lake Wohlford 0.04
Table G.2-3: Sizing Factors for Hydromodification Flow Control Infiltration BMPs Designed Using Sizing Factor Method
Lower Flow Threshold Soil Group Slope Aggregate below low orifice invert (inches)Rain Gauge A

0.1Q2 A Flat 18 Lindbergh 0.08

0.1Q2 A Moderate 18 Lindbergh 0.08

0.1Q2 A Steep 18 Lindbergh 0.08

0.1Q2 B Flat 18 Lindbergh 0.065

0.1Q2 B Moderate 18 Lindbergh 0.065

0.1Q2 B Steep 18 Lindbergh 0.06

0.1Q2 C Flat 6 Lindbergh 0.05

0.1Q2 C Moderate 6 Lindbergh 0.05

0.1Q2 C Steep 6 Lindbergh 0.05

0.1Q2 D Flat 3 Lindbergh 0.05

0.1Q2 D Moderate 3 Lindbergh 0.05

0.1Q2 D Steep 3 Lindbergh 0.05

0.1Q2 A Flat 18 Oceanside 0.08

0.1Q2 A Moderate 18 Oceanside 0.075

0.1Q2 A Steep 18 Oceanside 0.075

0.1Q2 B Flat 18 Oceanside 0.07

0.1Q2 B Moderate 18 Oceanside 0.07

0.1Q2 B Steep 18 Oceanside 0.07

0.1Q2 C Flat 6 Oceanside 0.07

0.1Q2 C Moderate 6 Oceanside 0.07

0.1Q2 C Steep 6 Oceanside 0.07

0.1Q2 D Flat 3 Oceanside 0.07

0.1Q2 D Moderate 3 Oceanside 0.07

0.1Q2 D Steep 3 Oceanside 0.07

0.1Q2 A Flat 18 Lake Wohlford 0.11

0.1Q2 A Moderate 18 Lake Wohlford 0.11

0.1Q2 A Steep 18 Lake Wohlford 0.105

0.1Q2 B Flat 18 Lake Wohlford 0.09

0.1Q2 B Moderate 18 Lake Wohlford 0.085

0.1Q2 B Steep 18 Lake Wohlford 0.085

0.1Q2 C Flat 6 Lake Wohlford 0.065

0.1Q2 C Moderate 6 Lake Wohlford 0.065

0.1Q2 C Steep 6 Lake Wohlford 0.065

0.1Q2 D Flat 3 Lake Wohlford 0.06

0.1Q2 D Moderate 3 Lake Wohlford 0.06

0.1Q2 D Steep 3 Lake Wohlford 0.06
Lower Flow Threshold Soil Group Slope Rain Gauge A

0.1Q2 A Flat Lindbergh 0.32

0.1Q2 A Moderate Lindbergh 0.3

0.1Q2 A Steep Lindbergh 0.285

0.1Q2 B Flat Lindbergh 0.105
Table G.2-4: Sizing Factors for Hydromodification Flow Control Biofiltration with Partial Retention Designed Using Sizing Factor Method
Table G.2-5: Sizing Factors for Hydromodification Flow Control Biofiltration BMPs Designed Using Sizing Factor Method

0.1Q2 B Moderate Lindbergh 0.1

0.1Q2 B Steep Lindbergh 0.095

0.1Q2 C Flat Lindbergh 0.055

0.1Q2 C Moderate Lindbergh 0.05

0.1Q2 C Steep Lindbergh 0.05

0.1Q2 D Flat Lindbergh 0.05

0.1Q2 D Moderate Lindbergh 0.05

0.1Q2 D Steep Lindbergh 0.05

0.1Q2 A Flat Oceanside 0.15

0.1Q2 A Moderate Oceanside 0.14

0.1Q2 A Steep Oceanside 0.135

0.1Q2 B Flat Oceanside 0.085

0.1Q2 B Moderate Oceanside 0.085

0.1Q2 B Steep Oceanside 0.085

0.1Q2 C Flat Oceanside 0.075

0.1Q2 C Moderate Oceanside 0.075

0.1Q2 C Steep Oceanside 0.075

0.1Q2 D Flat Oceanside 0.07

0.1Q2 D Moderate Oceanside 0.07

0.1Q2 D Steep Oceanside 0.07

0.1Q2 A Flat Lake Wohlford 0.285

0.1Q2 A Moderate Lake Wohlford 0.275

0.1Q2 A Steep Lake Wohlford 0.27

0.1Q2 B Flat Lake Wohlford 0.15

0.1Q2 B Moderate Lake Wohlford 0.145

0.1Q2 B Steep Lake Wohlford 0.145

0.1Q2 C Flat Lake Wohlford 0.07

0.1Q2 C Moderate Lake Wohlford 0.07

0.1Q2 C Steep Lake Wohlford 0.07

0.1Q2 D Flat Lake Wohlford 0.06

0.1Q2 D Moderate Lake Wohlford 0.06

0.1Q2 D Steep Lake Wohlford 0.06
Lower Flow Threshold Soil Group Slope Rain Gauge V

0.1Q2 A Flat Lindbergh 0.54

0.1Q2 A Moderate Lindbergh 0.51

0.1Q2 A Steep Lindbergh 0.49

0.1Q2 B Flat Lindbergh 0.19

0.1Q2 B Moderate Lindbergh 0.18

0.1Q2 B Steep Lindbergh 0.18

0.1Q2 C Flat Lindbergh 0.11

0.1Q2 C Moderate Lindbergh 0.11

0.1Q2 C Steep Lindbergh 0.11

0.1Q2 D Flat Lindbergh 0.09

0.1Q2 D Moderate Lindbergh 0.09
Table G.2-6: Sizing Factors for Hydromodification Flow Control Cistern Facilities Designed Using Sizing Factor Method

0.1Q2 D Steep Lindbergh 0.09

0.1Q2 A Flat Oceanside 0.26

0.1Q2 A Moderate Oceanside 0.25

0.1Q2 A Steep Oceanside 0.25

0.1Q2 B Flat Oceanside 0.16

0.1Q2 B Moderate Oceanside 0.16

0.1Q2 B Steep Oceanside 0.16

0.1Q2 C Flat Oceanside 0.14

0.1Q2 C Moderate Oceanside 0.14

0.1Q2 C Steep Oceanside 0.14

0.1Q2 D Flat Oceanside 0.12

0.1Q2 D Moderate Oceanside 0.12

0.1Q2 D Steep Oceanside 0.12

0.1Q2 A Flat Lake Wohlford 0.53

0.1Q2 A Moderate Lake Wohlford 0.49

0.1Q2 A Steep Lake Wohlford 0.49

0.1Q2 B Flat Lake Wohlford 0.28

0.1Q2 B Moderate Lake Wohlford 0.28

0.1Q2 B Steep Lake Wohlford 0.28

0.1Q2 C Flat Lake Wohlford 0.14

0.1Q2 C Moderate Lake Wohlford 0.14

0.1Q2 C Steep Lake Wohlford 0.14

0.1Q2 D Flat Lake Wohlford 0.12

0.1Q2 D Moderate Lake Wohlford 0.12

0.1Q2 D Steep Lake Wohlford 0.12
City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 9/26/2022
ATTACHMENT 3
Structural BMP Maintenance Information

This is the cover sheet for Attachment 3.

Indicate which Items are Included behind this cover sheet:

Attachment
Sequence
Contents Checklist
Attachment 3a Structural BMP Maintenance Thresholds
and Actions (Required)

 Included

See Structural BMP Maintenance
Information Checklist on the back of
this Attachment cover sheet.

Attachment 3b Draft Maintenance Agreement (when
applicable)
 Included
 Not Applicable

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 9/26/2022
Use this checklist to ensure the required information has been included in the Structural BMP Maintenance Information Attachment:

 Preliminary Design / Planning / CEQA level submittal:

Attachment 3a must identify:

 Typical maintenance indicators and actions for proposed structural BMP(s) based on Section 7.7 of the BMP Design Manual

Attachment 3b is not required for preliminary design / planning / CEQA level submittal.

 I Final Design level submittal:

Attachment 3a must identify:

 Specific maintenance indicators and actions for proposed structural BMP(s). This shall be based on Section 7.7 of the BMP Design Manual and enhanced to reflect actual proposed components of the structural BMP(s)
 I How to access the structural BMP(s) to inspect and perform maintenance  I Features that are provided to facilitate inspection (e.g., observation ports, cleanouts, silt posts, or other features that allow the inspector to view necessary components of the structural BMP and compare to maintenance thresholds)
 Manufacturer and part number for proprietary parts of structural BMP(s) when applicable  Maintenance thresholds specific to the structural BMP(s), with a location-specific frame of reference (e.g., level of accumulated materials that triggers removal of the materials, to be identified based on viewing marks on silt posts or measured with a survey rod with respect to a fixed benchmark within the BMP)
 Recommended equipment to perform maintenance
 When applicable, necessary special training or certification requirements for inspection and maintenance personnel such as confined space entry or hazardous waste management

Attachment 3b: For private entity operation and maintenance, Attachment 3b shall include a draft maintenance agreement in the local jurisdiction's s tandard format (PDP applicant to contact the [City Engineer] to obtain the current maintenance agreement forms).

BF-1
Biofiltration

BMP MAINTENANCE FACT SHEET
FOR
STRUCTURAL BMP BF-1 BIOFILTRATION

Biofiltration facilities are vegetated surface water systems that filter water through vegetation, and soil or engineered media prior to discharge via underdrain or overflow to the downstream conveyance system.

Biofiltration facilities have limited or no infiltration. T hey are typically designed to provide enough hydraulic head to move flows through the underdrain connection to the storm drain system . Typical biofiltration components include:

• Inflow distribution mechanisms (e.g., perimeter flow spreader or filter strips ) • Energy dissipation mechanism for concentrated inflows (e.g., splash blocks or riprap) • Shallow surface ponding for captured flows
• Side slope and basin bottom vegetation selected based on climate and ponding depth • Non-floating mulch layer
• Media layer (planting mix or engineered media) capable of supporting vegetation growth • Filter course layer consisting of aggregate to prevent the migration of fines into uncompacted native soils or the aggregate storage layer
• Aggregate storage layer with underdrain(s)
• Impermeable liner or uncompacted native soils at the bottom of the facility • Overflow structure

Normal Expected Maintenance

Biofiltration requires routine maintenance to : remove accumulated materials such as sediment, trash or debris ; maintain vegetation health ; maintain infiltration capacity of the media layer ; replenish mulch; and maintain integrity of side slopes, inlets, energy dissipators, and outlets . A summary table of standard inspection and maintenance indicators is provided within this Fact Sheet.

Non-Standard Maintenance or BMP Failure

If any of the following scenarios are observed, the BMP is not performing as intended to protect downstream waterways from pollution and/or erosion . C orrective maintenance, increased inspection and maintenance, BMP replacement, or a different BMP type will be required.

• The BMP is not drained between storm events. Surface ponding longer than approximately 24 hours following a storm event may be detrimental to vegetation hea lth, and surface ponding longer than approximately 96 hours following a storm event poses a risk of vector (mosquito) breeding. Poor drainage can result from clogging of the media layer, filter course, aggregate storage layer, underdrain, or outlet structure. The specific cause of the drainage issue must be determined and corrected . • Sediment, trash, or debris accumulation greater than 25% of the surface ponding volume within one month. This means the load from the tributary drainage area is too high, reduci ng BMP function or clogging the BMP . This would require pretreatment measures within the tributary area draining to the BMP to intercept the materials. Pretreatment components, especially for sediment, will extend the life of components that are more expensive to replace such as media, filter course, and aggregate layers. • Erosion due to concentrated storm water runoff flow that is not readily corrected by adding erosion control blankets, adding stone at flow entry points, or minor re -grading to restore prop er drainage according to the original plan. If the issue is not corrected by restoring the BMP to the original plan and grade, the [City Engineer] shall be contacted prior to any additional repairs or reconstruction.

BF-1 Page 1 of 11
January 12, 2017
BF-1
Biofiltration
Other Special Considerations

Biofiltration is a vegetated structural BMP. Vegetated structural BMPs that are constructed in the vicinity of, or connected to, an existing jurisdictional water or wetland could inadvertently result in creation of expanded waters or wetlands. As such, veg etated structural BMPs have the potential to come under the jurisdiction of the United States Army Corps of Engineers, SDRWQCB, California Department of Fish and Wildlife, or the United States Fish and Wildlife Service. This could result in the need for sp ecific resource agency permits and costly mitigation to perform maintenance of the structural BMP. Along with proper placement of a structural BMP, routine maintenance is key to preventing this scenario.

BF-1 Page 2 of 11
January 12, 2017
BF-1
Biofiltration
Page Intentionally Blank for Double-Sided Printing

BF-1 Page 6 of 11
January 12, 2017
BF-1
Biofiltration
Date: Inspector: BMP ID No.:

Permit No.: APN(s):

Property / Development Name:

Responsible Party Name and Phone Number:

Property Address of BMP:

Responsible Party Address:

INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 1 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Accumulation of sediment, litter, or debris
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Remove and properly dispose of
accumulated materials, without damage
to the vegetation
☐ If sediment, litter, or debris accumulation
exceeds 25% of the surface ponding
volume within one month (25% full*),
add a forebay or other pre-treatment
measures within the tributary area
draining to the BMP to intercept the
materials.
☐ Other / Comments:

Poor vegetation establishment
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Re-seed, re-plant, or re-establish
vegetation per original plans
☐ Other / Comments:

*“25% full” is defined as ¼ of the depth from the design bottom elevation to the crest of the outflow structure (e.g., if the height to the outflow opening is 12 inches from the bottom elevation, then the materials must be removed when there is 3 inches of accumulation – this should be marked on the outflow structure).

BF-1 Page 7 of 11
January 12, 2017
BMP-A
220-210-49-00
I I
I
BF-1
Biofiltration
Date: Inspector: BMP ID No.:

Permit No.: APN(s):

INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 2 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Dead or diseased vegetation
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Remove dead or diseased vegetation, re-
seed, re-plant, or re-establish vegetation
per original plans
☐ Other / Comments:

Overgrown vegetation
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Mow or trim as appropriate
☐ Other / Comments:

2/3 of mulch has decomposed, or mulch has
been removed
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Remove decomposed fraction and top off
with fresh mulch to a total depth of 3
inches
☐ Other / Comments:

BF-1 Page 8 of 11
January 12, 2017
BMP-A
220-210-49-00
BF-1
Biofiltration
Date: Inspector: BMP ID No.:

Permit No.: APN(s):

INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 3 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Erosion due to concentrated irrigation flow
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Repair/re-seed/re-plant eroded areas and
adjust the irrigation system
☐ Other / Comments:

Erosion due to concentrated storm water runoff
flow
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Repair/re-seed/re-plant eroded areas,
and make appropriate corrective
measures such as adding erosion
control blankets, adding stone at flow
entry points, or minor re-grading to
restore proper drainage according to
the original plan
☐ If the issue is not corrected by restoring
the BMP to the original plan and grade,
the [City Engineer] shall be contacted
prior to any additional repairs or
reconstruction
☐ Other / Comments:

BF-1 Page 9 of 11
January 12, 2017
BMP-A
220-210-49-00
BF-1
Biofiltration
Date: Inspector: BMP ID No.:

Permit No.: APN(s):

INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 4 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Obstructed inlet or outlet structure
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Clear blockage
☐ Other / Comments:

Underdrain clogged (inspect underdrain if
standing water is observed for longer than 24-96
hours following a storm event)
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Clear blockage
☐ Other / Comments:

Damage to structural components such as weirs,
inlet or outlet structures
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Repair or replace as applicable
☐ Other / Comments:

BF-1 Page 10 of 11
January 12, 2017
BMP-A
220-210-49-00
BF-1
Biofiltration
Date: Inspector: BMP ID No.:

Permit No.: APN(s):

INSPECTION AND MAINTENANCE CHECKLIST FOR BF-1 BIOFILTRATION PAGE 5 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Standing water in BMP for longer than 24 -96
hours following a storm event*
Surface ponding longer than approximately 24
hours following a storm event may be
detrimental to vegetation health
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Make appropriate corrective measures
such as adjusting irrigation system,
removing obstructions of debris or
invasive vegetation, clearing
underdrains, or repairing/replacing
clogged or compacted soils
☐ Other / Comments:

Presence of mosquitos/larvae

For images of egg rafts, larva, pupa, and adult
mosquitos, see
http://www.mosquito.org/biology

Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Apply corrective measures to remove
standing water in BMP when standing
water occurs for longer than 24-96
hours following a storm event.**
☐ Other / Comments:

*Surface ponding longer than approximately 24 hours following a storm event may be detrimental to vegetation health, and surface ponding longer than approximately 96 hours following a storm event poses a risk of vector (mosquito) breeding. Poor drainage can result from clogging of the media layer , filter course, aggregate storage layer, underdrain, or outlet structure. The specific cause of the drainage issue must be determined and corrected. **If mosquitos persist following corrective measures to remove standing water, or if the BMP design does not meet the 96 -hour drawdown criteria due to release rates controlled by an orifice installed on the underdrain, the [City Engineer] shall be contacted to determine a solution. A different BMP type, or a Vector Management Plan prepared with concurrence from the County of San Diego Department of Environmental Health, may be required.

BF-1 Page 11 of 11
January 12, 2017
BMP-A
220-210-49-00
BF-1
Biofiltration
Date: Inspector: BMP ID No.:

Permit No.: APN(s):

Property / Development Name:

Responsible Party Name and Phone Number:

Property Address of BMP:

Responsible Party Address:

Poor vegetation establishment
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Re-seed, re-plant, or re-establish
vegetation per original plans
☐ Other / Comments:

BF-1 Page 7 of 11
January 12, 2017
BMP-B
220-210-49-00
I I
I
BF-1
Biofiltration
Date: Inspector: BMP ID No.:

Permit No.: APN(s):

☐ Remove dead or diseased vegetation, re-
seed, re-plant, or re-establish vegetation
per original plans
☐ Other / Comments:

Overgrown vegetation
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Mow or trim as appropriate
☐ Other / Comments:

2/3 of mulch has decomposed, or mulch has
been removed
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Remove decomposed fraction and top off
with fresh mulch to a total depth of 3
inches
☐ Other / Comments:

BF-1 Page 8 of 11
January 12, 2017
BMP-B
220-210-49-00
BF-1
Biofiltration
Date: Inspector: BMP ID No.:

Permit No.: APN(s):

☐ Repair/re-seed/re-plant eroded areas and
adjust the irrigation system
☐ Other / Comments:

Erosion due to concentrated storm water runoff
flow
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

BF-1 Page 9 of 11
January 12, 2017
BMP-B
220-210-49-00
BF-1
Biofiltration
Date: Inspector: BMP ID No.:

Permit No.: APN(s):

☐ Clear blockage
☐ Other / Comments:

Underdrain clogged (inspect underdrain if
standing water is observed for longer than 24-96
hours following a storm event)
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Clear blockage
☐ Other / Comments:

Damage to structural components such as weirs,
inlet or outlet structures
Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Repair or replace as applicable
☐ Other / Comments:

BF-1 Page 10 of 11
January 12, 2017
BMP-B
220-210-49-00
BF-1
Biofiltration
Date: Inspector: BMP ID No.:

Permit No.: APN(s):

Presence of mosquitos/larvae

For images of egg rafts, larva, pupa, and adult
mosquitos, see
http://www.mosquito.org/biology

Maintenance Needed?
☐ YES
☐ NO
☐ N/A

☐ Apply corrective measures to remove
standing water in BMP when standing
water occurs for longer than 24-96
hours following a storm event.**
☐ Other / Comments:

BF-1 Page 11 of 11
January 12, 2017
BMP-B
220-210-49-00
Appendix E: BMP Design Fact Sheets

E-4 February 26, 2016
If These Sources Will Be
on the Project Site … … Then Your SWQMP Must Consider These Source Control BMPs 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
Drawings
3 Permanent Controls—List in Table
and Narrative
4 Operational BMPs—Include in
Table and Narrative
A. Onsite storm d rain
inlets
No t Applicable

Locations of inlets. Mark all inlets with the words “No Dumping! Flows to Bay” or similar.

See stencil template provided in
Appendix I-4
Maintain and periodically repaint
or replace inlet markings.

Provide storm water pollution
prevention information to new
site owners, lessees, or operators.

See applicable operational BMPs
in Fact Sheet SC -44, “Drainage
System Maintenance,” in the
CASQA Storm Water Quality
Handbooks at
www.casqa.org/resources/bmp-
handbooks/municipal-bmp-
handbook.

Include the following in lease
agreements: “Tenant shall not
allow anyone to discharge
anything to storm drains or to
store or deposit materials so as to
create a potential discharge to
storm drains.”

Appendix E: BMP Design Fact Sheets

E-5 February 26, 2016
If These Sources Will Be
on the Project Site … … Then Your SWQMP must consider These Source Control BMPs 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
Drawings
3 Permanent Controls—List in Table
and Narrative
4 Operational BMPs—Include in
Table and Narrative
B. Interior floor
drains and elevator
shaft sump pumps
Not Applicable
State that interior floor drains and
elevator shaft sump pumps will be
plumbed to sanitary sewer.

Inspect and maintain drains to
prevent blockages and overflow.

C. Interior parking
garages
Not Applicable
State that parking garage floor
drains will be plumbed to the
sanitary sewer.

Inspect and maintain drains to
prevent blockages and overflow.

D1. Need for future
indoor & structural
pest control
Not Applicable
Note building design features that
discourage entry of pests.

Provide Integrated Pest
Management information to
owners, lessees, and operators.

Appendix E: BMP Design Fact Sheets

E-6 February 26, 2016
If These Sources Will Be
on the Project Site … … Then Your SWQMP must consider These Source Control BMPs 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
Drawings
3 Permanent Controls—List in Table and
Narrative
4 Operational BMPs—Include in
Table and Narrative
D2. Landscape/
Outdoor Pesticide
Use
Not Applicable

Show locat ions of existing
trees or areas of shrubs and
ground cover to be
undisturbed and retained.

Show self -retaining landscape
areas, if any.

Show storm water treatment
facilities.

State that final landscape plans will
accomplish all of the following.

Preserve existing drought tolerant
trees, shrubs, and ground cover to the
maximum extent possible.

Design landscaping to minimize
irrigation and runoff, to promote
surface infiltration where appropriate,
and to minimize the use of fertilizers
and pestici des that can contribute to
storm water pollution.

Where landscaped areas are used to
retain or detain storm water , specify
plants that are tolerant of periodic
saturated soil conditions.

Consider using pest -resistant plants,
especially adjacent to hardscape.

To ensure successful establishment,
select plants appropriate to site soils,
slopes, climate, sun, wind, rain, land
use, air movement, ecological
consistency, and plant interactions.

Maintain landscaping using
minimum or no pesticides.

See applicable operational
BMPs in Fact Sheet SC -41,
“Building and Grounds
Maintenance,” in the CASQA
Storm Water Quality
Handbooks at
www.casqa.org/resources/bmp
-handbooks/municipal-bmp-
handbook.

Provide IPM information to
new owners, lessees and
operators.

Appendix E: BMP Design Fact Sheets

E-7 February 26, 2016
If These Sources Will Be
on the Project Site … … Then Your SWQMP must consider These Source Control BMPs 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
Drawings
3 Permanent Controls—List in Table
and Narrative
4 Operational BMPs—Include
in
Table and Narrative
E. Pools, spas,
ponds, decorative
fountains, and other
water features.

Not Applicable
Show location of water feature
and a sanitary sewer cleanout in
an accessible area within 10 feet.

If the local municipality requires
pools to be plumbed to the sanitary
sewer, place a note on the plans and
state in the narrative that this
connection will be made according to
local requirements.

See applicable oper ational
BMPs in Fact Sheet SC -72,
“Fountain and Pool
Maintenance,” in the CASQA
Storm Water Quality
Handbooks at
www.casqa.org/resources/bm
p-handbooks/municipal-
bmp-handbook.

F. Food service
Not Applicable
For restaurants, grocery stores,
and other food service
operations, show location
(indoors or in a covered area
outdoors) of a floor sink or other
area for cleaning floor mats,
containers, and equipment.

On the drawing, show a note that
this drain will be connected to a
grease interceptor before
discharging to the sanitary sewer.

Describe the location and features of
the designated cleaning area.

Describe the items to be cleaned in
this facility and how it has been sized
to ensure that the largest items can be
accommodated.

All cleaning for restaurant facility will
be done indoors. Indoor kitchen area
is connected to grease interceptor.

Appendix E: BMP Design Fact Sheets

E-8 February 26, 2016
If These Sources Will
Be on the Project Site
… … Then Your SWQMP must consider These Source Control BMPs 1 Potential Sources
of

2 Permanent Controls—Show
on Drawings
3 Permanent Controls—List
in Table and Narrative
4 Operational BMPs—Include in
Table and Narrative
G. Refuse areas
Not Applicable
Show where site refuse and
recycled materials will be
handled and stored for
pickup. See local municipal
requirements for sizes and
other details of refuse areas.

If dumpsters or other
receptacles are outdoors,
show how the designated
area will be covered, graded,
and paved to prevent run-
on and show locations of
berms to prevent runoff
from the area. Also show
how the designated area will
be protected from wind
dispersal.

Any drains from dumpsters,
compactors, and tallow bin
areas must be connected to
a grease removal device
before discharge to sanitary
sewer.

State how site refuse will
be handled and provide
supporting detail to what
is shown on plans.

State that signs will be
posted on or near
dumpsters with the
words “Do not dump
hazardous materials
here” or similar.

State how the following will be implemented:

Provide adequate number of receptacles. Inspect
receptacles regularly; repair or replace leaky
receptacles. Keep receptacles covered.

Prohibit/prevent dumping of liquid or hazardous
wastes. Post “no hazardous materials” signs. Inspect
and pick up litter daily and clean up spills
immediately. Keep spill control materials available
on- site. See Fact Sheet SC-34, “Waste Handling and
Disposal” in the CASQA Storm Water Quality
Handbooks at www.casqa.org/resources/bmp-
handbooks/municipal-bmp-handbook.

Appendix E: BMP Design Fact Sheets

E-9 February 26, 2016
If These Sources Will Be
on the Project Site … … Then Your SWQMP must consider These Source Control BMPs 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
Drawings
3 Permanent Controls—List in Table and
Narrative
4 Operational BMPs—Include
in Table and Narrative
Table and Narrative
H. Industrial
processes.

Not Applicable
Show process area. If industrial processes are to be located onsite, state: “All process activities to be
performed indoors. No processes to
drain to exterior or to storm drain
system.”
See Fact Sheet SC -10, “Non -
Storm Water Discharges” in
the CASQA Storm Water
Quality Handbooks at
https://www.casqa.org/resou
rces/bmp-handbooks.

I. Outdoor storage
of equipment or
materials. (See rows J
and K for source
control measures for
vehicle cleaning,
repair, and
maintenance.)
Not Applicable
Show any outdoor storage
areas, including how materials
will be covered. Show how
areas will be graded and
bermed to prevent run -on or
runoff from area and
protected from wind dispersal.

Storage of non- hazardous
liquids must be covered by a
roof and/or drain to the
sanitary sewer system, and be
contained by berms, dikes,
liners, or vaults.

Storage of hazardous materials
and wastes must be in
compliance with the local
hazardous materials ordinance
and a Hazardous Materials
Management Plan for the site.

Include a detailed description of
materials to be stored, storage areas, and
structural features to prevent pollutants
from entering storm drains.

Where appropriate, r eference
documentation of compliance with the
requirements of local Hazardous
Materials Programs for:
 Hazardous Waste Generation
 Hazardous Materials Release
Response and Inventory
 California Accidental Release
Prevention Program
 Aboveground Storage Tank
 Uniform Fire Code Article 80
Section 103(b) & (c) 1991
 Underground Storage Tank
See the Fact Sheets SC -31,
“Outdoor Liquid Container
Storage” and SC -33,
“Outdoor Storage of Raw
Materials” in the CASQA
Storm Water Quality
Handbooks at
www.casqa.org/resources/bm
p-handbooks/municipal-bmp-
handbook.

Appendix E: BMP Design Fact Sheets

E-10 February 26, 2016
If These Sources Will Be
on the Project Site … … Then Your SWQMP must consider These Source Control BMPs 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on Drawings
3 Permanent Controls—List in
Table and Narrative
4 Operational BMPs—Include in
Table and Narrative
J. Vehicle and
Equipment Cleaning
Not Applicable
Show on drawings as appropriate:

(1) Commercial/industrial facilities having
vehicle /equipment cleaning needs must
either provide a covered, bermed area for
washing activities or discourage
vehicle/equipment washing by removing
hose bibs and installing signs prohibiting such
uses.
(2) Multi -dwelling complexes must have a
paved, bermed, and covered car wash area
(unless car washing is prohibited onsite and
hoses are provided with an automatic shut -
off to discourage such use).
(3) Washing areas for cars, vehicles, and
equipment must be paved, designed to
prevent run- on to or runoff from the area,
and plumbed to drain to the sanitary sewer.
(4) Commercial car wash facilities must be
designed such that no runoff from the facility
is discharged to the storm drain system.

Wastewater from the facility must discharge
to the sanitary sewer, or a wastewater
reclamation system must be installed.

If a car wash area is not
provided, describe measures
taken to discourage on site
car washing and explain how
these will be enforced.

Describe operational measures to
implement the following (if
applicable):

Washwater from vehicle and
equipment washing operations
must not be discharged to the
storm drain system.

Car dealerships and similar
may rinse cars with water
only.

See Fact Sheet SC -21,
“Vehicle and Equipment
Cleaning,” in the CASQA
Storm Water Quality
Handbooks at
www.casqa.org/resources/bm
p-handbooks/municipal-bmp-
handbook.

Appendix E: BMP Design Fact Sheets

E-11 February 26, 2016
If These Sources Will Be
on the Project Site … … Then Your SWQMP must consider These Source Control BMPs 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
Drawings
3 Permanent Controls—List in
Table and Narrative
4 Operational BMPs—Include in
Table and Narrative
K.

Vehicle/Equipment
Repair and
Maintenance
Not Applicable
Accommodate all vehicle
equipment repair and
maintenance indoors. Or
designate an outdoor work area
and design the area to protect
from rainfall, run -on runoff, and
wind dispersal.

Show secondary containment for
exterior work areas where motor
oil, brake fluid, gasoline, diesel
fuel, radiator fluid, acid -
containing batteries or other
hazardous materials or hazardous
wastes are used or stored. Drains
must not be installed within the
secondary containment areas.

Add a note on the plans that
states either (1) there are no floor
drains, or (2) floor drains are
connected to wastewater
pretreatment systems prior to
discharge to the sanitary sewer
and an industrial waste discharge
permit will be obtained.

State that no vehicle repair or
maintenance will be done
outdoors, or else describe the
required features of the
outdoor work area.

State that there are no floor
drains or if there are floor
drains, note the agency from
which an industrial waste
discharge perm it will be
obtained and that the design
meets that agency’s
requirements.

State that there are no tanks,
containers or sinks to be used
for parts cleaning or rinsing
or, if there are, note the
agency from which an
industrial waste discharge
permit will be obtained and
that the design meets that
agency’s requirements.

In the report, note that all of the following
restrictions apply to use the site:

No person must dispose of, nor permit
the disposal, directly or indirectly of
vehicle fluids, hazardous m aterials, or
rinsewater from parts cleaning into
storm drains.

No vehicle fluid removal must be
performed outside a building, nor on
asphalt or ground surfaces, whether
inside or outside a building, except in
such a manner as to ensure that any
spilled fluid will be in an area of
secondary containment. Leaking
vehicle fluids must be contained or
drained from the vehicle immediately.

No person must leave unattended drip
parts or other open containers
containing vehicle fluid, unless such
containers are in use or in an area of
secondary containment.

Appendix E: BMP Design Fact Sheets

E-12 February 26, 2016
If These Sources Will Be
on the Project Site … … Then Your SWQMP must consider These Source Control BMPs 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
Drawings
3 Permanent Controls—List
in Table and Narrative
4 Operational BMPs—Include in
Table and Narrative
L. Fuel Dispensing
Areas
Not Applicable
Fueling areas 16 must have
impermeable floors (i.e., portland
cement concrete or equivalent smooth
impervious surface) that are (1) graded
at the minimum slope necessary to
prevent ponding; and (2) separated
from the rest of the site by a grade
break that prevents run- on of storm
water to the MEP.

Fueling areas must be covered by a
canopy that extends a minimum of ten
feet in each direction from each
pump. [Alternative: The fueling area
must be covered and th e cover’s
minimum dimensions must be equal
to or greater than the area within the
grade break or fuel dispensing area1.]
The canopy [or cover] must not drain
onto the fueling area.

The property owner must dry sweep
the fueling area routinely.

See t he Business Guide Sheet,
“Automotive Service —Service
Stations” in the CASQA Storm
Water Quality Handbooks at
https://www.casqa.org/resources/b
mp-handbooks.

16 The fueling area must be defined as the area extending a minimum of 6.5 feet from the corner of each fuel dispenser or the length at which the hose and nozzle assembly may be operated plus a minimum of one foot, whichever is greater.

Appendix E: BMP Design Fact Sheets

E-13 February 26, 2016
If These Sources Will Be
on the Project Site … … Then Your SWQMP must consider These Source Control BMPs 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
Drawings
3 Permanent
Controls—List in

4 Operational BMPs—Include in
Table and Narrative
M. Loading Docks
Not Applicable
Show a preliminary design for the
loading dock area, including
roofing and drainage. Loading
docks must be covered and/or
graded to minimize run- on to and
runoff from the loading area. Roof
downspouts must be positioned to
direct storm water away from the
loading area. Water from loading
dock areas should be drained to
the sanitary sewer where feasible.

Direct connections to storm
drains from depressed loading
docks are prohibited.

Loading dock areas draining
directly to th e sanitary sewer must
be equipped with a spill control
valve or equivalent device, which
must be kept closed during
periods of operation.

Provide a roof overhang over the
loading area or install door skirts
(cowling) at each bay that enclose
the end of the trailer.

Move loaded and unloaded items indoors as
soon as possible.

See Fact Sheet SC -30, “Outdoor Loading and
Unloading,” in the CASQA Storm Water
Quality Handbooks at
www.casqa.org/resources/bmp-
handbooks/municipal-bmp-handbook.

Appendix E: BMP Design Fact Sheets

E-14 February 26, 2016
If These Sources Will Be
on the Project Site … … Then Your SWQMP must consider These Source Control BMPs 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—
Show on Drawings
3 Permanent Controls—List in Table and
Narrative
4 Operational BMPs—Include in
Table and Narrative
N. Fire Sprinkler
Test Water
No t Applicable
Provide a means to drain fire sprinkler test water
to the sanitary sewer.

See the note in Fact Sheet SC -
41, “Building and Grounds
Maintenance,” in the CASQA
Storm Water Quality
Handbooks at
www.casqa.org/resources/bm
p-handbooks/municipal-bmp-
handbook
O. Miscellaneous Drain
or Wash Water
Boiler drain lines
Condensate drain
lines
Rooftop
equipment
Drainage sumps
Roofing, gutters,
and trim
No
t Applicable
Boiler drain lines must be directly or indirectly
connected to the sanitary sewer system and may
not discharge to the storm drain system.

Condensate drain lines may discharge to
landscaped areas if t he flow is small enough that
runoff will not occur. Condensate drain lines
may not discharge to the storm drain system.

Rooftop mounted equipment with potential to
produce pollutants must be roofed and/or have
secondary containment.

Any drainage sumps onsite must feature a
sediment sump to reduce the quantity of
sediment in pumped water.

Avoid roofing, gutters, and trim made of copper
or other unprotected metals that may leach into
runoff.

Appendix E: BMP Design Fact Sheets

E-15 February 26, 2016

If These Sources Will Be
on the Project Site … … Then Your SWQMP must consider These Source Control BMPs 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
Drawings
3 Permanent Controls—List in
Table and Narrative
4 Operational BMPs—Include in
Table and Narrative
P. Plazas,
sidewalks, an d
parking lots.

Not Applicable
Plazas, sidewalks, and parking lots must
be swept regularly to prevent the
accumulation of litter and debris.

Debris from pressure washing must be
collected to prevent entry into the
storm drain system. Washwater
containing any cleaning agent or
degreaser must be collected and
discharged to the sanitary sewer and
not discharged to a storm drain.

City of San Marcos PDP SWQMP Template Date: March 15, 2016 PDP SWQMP Preparation Date: 9/26/2022
ATTACHMENT 4
Copy of Plan Sheets Showing Permanent Storm Water BMPs

This is the cover sheet for Attachment 4.

Use this checklist to ensure the required information has been included on the plans:

The plans must identify:

 Structural BMP(s) with ID numbers matching Form I-6 Summary of PDP Structural BMPs  The grading and drainage design shown on the plans must be consistent with the delineation of DMAs shown on the DMA exhibit
 Details and specifications for construction of structural BMP(s)  Signage indicating the location and boundary of structural BMP(s) as required by the City Engineer  How to access the structural BMP(s) to inspect and perform maintenance  Features that are provided to facilitate inspection (e.g., observation ports, cleanouts, silt posts, or other features that allow the inspector to view necessary components of the structural BMP and compare to maintenance thresholds)
 Manufacturer and part number for proprietary parts of structural BMP(s) when applicable  Maintenance thresholds specific to the structural BMP(s), with a location-specific frame of reference (e.g., level of accumulated materials that triggers removal of the materials, to be identified based on viewing marks on silt posts or measured with a survey rod with respect to a fixed benchmark within the BMP)
 Recommended equipment to perform maintenance
 When applicable, necessary special training or certification requirements for inspection and maintenance personnel such as confined space entry or hazardous waste management  Include landscaping plan sheets showing vegetation requirements for vegetated structural BMP(s)  All BMPs must be fully dimensioned on the plans
 When proprietary BMPs are used, site-specific cross section with outflow, inflow, and model number shall be provided. Photocopies of general brochures are not acceptable.

MISSION ROAD
WOODWARD ST.

SHEET 4
SHEET 5
SHEET 6
SHEET 7
EXIST. TOWNHOMES
APN: 220-210-50
APN: 220-480-12
APN: 220-480-13
APN: 220-480-01
APN: 220-386-01

PROJECT SITE
APN: 220-210-49
PL
PL
PL
RW
PL
RW
PL
PL
SECT. 01
SECT. 02
SECT. 03
SECT. 04

CORNERSTONE COMMUNITIES

WOODWARD
APN 220-210-49

WOODWARD ST, SAN MARCOS CA
Feet
0 60 120
SCALE 1":60'

TENTATIVE SUBDIVISION MAP FOR CONDOMINIUM PURPOSES
FOR A TOTAL OF 46 RESIDENTIAL AIRSPACE UNITS.

COVER SHEET

AT SAN MARCOS
~ CORNERSTONE COMMUNITIES ~

WOODWARD
I
i =-.
z
! _
;;i

SHEET INDEX
SHEET 1
SHEET 2
SHEET 3
SHEET 4,5,6&7
SHEET 8
SHEET 9
SHEET 10
SHEET 11
SHEET 12
SHEET 13
E--3
N
~
~~
• -
~
- COVER SHEET
- EXISTING CONDITIONS
- TENTATIVE MAP
- GRADING PLAN
- SECTION PLAN VIEW
- SECTION PROFILE VIEW
- CIRCULATION EXHIBIT
- UTILITIES EXHIBIT
- ROCK CRUSHER EXHIBIT
- SWQMP - BMP
MILL '?'-'
0 ~ ~ ...
~
,,,,

VICINITY MAP

NOT TO SCALE
____:s:
0 L=
...,-
0 t _..;
J0.50'
!4.00' 16.50'
_(j 2-! SLOP£
RFTAIN!NC
WALL

4.50'

2.00' !2.00' !2.00'
___ ___, f-----a----------i 2%
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BMP ROCK DITCH
N£W6" CURB
CURB curs @ !O' 0. .

NFW 6' CURB &: CUTTEi NFW PCC PAV£M£NT
I.IA/# DRIVEWAY SECllON 01 (SlEEP CRAOE)

NOT TO SCALE
NFW

RAIL/NC

5.50'
J4. 00'

17.50'

12.00'

16.50'
!2.00'

2.·! SLOP£
RFTAIN!NC
WALL

4.50'
----ll----+------i--~-~12%
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I.IA/# OR/VEWA Y SECllON 02 (SlEEP CRAOE)
(
\

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Jl.50'
!6.50'

9.00'

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450'
NFW 2.·l
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NFW 6" CURB'----'f
&: CUTTFR
NF/fl PCC PAV£M£NT
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28.50'
(j 16.50'

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f-----~-i------i---a 4. 50 4' PCC
NF/fl 6" CURB &- CUTlEi. !}!__ SIOO/IALK
INSTALL 4" ROLLFO CURB&: 1-JL-~~..:....C~:=c_,j:::if
CUTTFR l/fl£R£ A CARACF IS NFW 6' CURB&: CUTTFR
LOCAlFO INSTALL 4" ROLLFO CURB &

DEVELOPER/ APPLICANT

CORNERSTONE COMMUNITIES CORPORATION
1241 CAVE STREET, SUITE 200
LA JOLLA, CA 92037

JACK ROBSON - VP, LAND PLANNING AND DEVELOPMENT
OWNER:5' CERllFICAlE

WE HEREBY CERTIFY THAT WE ARE THE RECORD OWNERS OF THE

PROPERTY SHOWN ON THE ATTACHED TENTATIVE MAP AND THAT
SAID MAP SHOWS OUR ENTIRE CONTIGUOUS OWNERSHIP. WE

UNDERSTAND THAT PROPERTY IS CONSIDERED CONTIGUOUS EVEN

IF IT IS SEPARATED BY ROADS, STREETS UTILITY EASEMENTS OR RAILROAD RIGHT OF WAY.

APPLICANT /AGENT FOR OWNERS
SEE AGREEAIENT OOC. Na _______ _
/JATEO.· _______ _
OWNER

SHERA CROCKETT, INC
261 N. HIGHWAY 101 #1019
SOLANA BEACH CA 92075
NFW AC PAVFMFNT CUTTFR llfl£RF A CARACF IS

LOCATFO
HAIN DRIVEWAY SECllON 04

NOT TO SCALE
(
- --
\ .
\
0 -
@
\
\
I
: \
.

I
0 \' ~
0 \
I
I ;J

42.00'
(j

12.00'
!0.00' J2.00' J2.00' !0.00'
(?~ (2%) (2~ (2%)
~
.... - l - -. . , / ,,. I I
"
£)(!ST 8
SIO[WALK
£)(!ST 6" CURB
·n• .Ii
(£)(!ST AC PAV£M£NT
.,, ,, £)(!ST 5'

SIOFWALK
£)(!5 T 6' CURB
&: CUTlFR &: CUTTFR WOOIJWARO SJREET (EXISllNC / P/JBLIC}

NOT TO SCALE
LEGAL OESCR/PllON FOR APN 220-210-49-00
PARCEL B OF CERTIFICATE OF COMPLIANCE RECORDED FEBRUARY 29, 2008 AS INSTRUMENT NO. 2008-0107275 OF OFFICIAL RECORDS AND MORE PARTICULARLY DESCRIBED AS FOLLOWS:

LOT 5 IN BLOCK 52 OF RANCHO LOS VALLECITOS DE SAN MARCOS, IN THE CITY OF

SAN MARCOS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 806, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, DECEMBER 21, 1895.

EXCEPTING THEREFROM THE SOUTHERLY233.00 FEET OF SAID LOT 5, MEASURED CONCENTRIC TO THE NORTHERLY RIGHT-OF-WAY OF MISSION ROAD THEREOF.

SO/JRCE OF TOPOCRAPHY

THE EXISTING TOPOGRAPHY SHOWN HEREON IS A COMBINATION OF THE FIELD

TOPOGRAPHIC SURVEY CONDUCTED BY REPRESENTATIVE OF EXCEL ENGINEERING ON NOVEMBER 31, 2017, AERIAL SURVEY PERFORMED BY ANALYTICAL PHOTOGRAMMETRIC SURVEYS, INC. JULY 2013 & THE APPROVED PRECISE GRADING PLAN OF MISSION VILLAS (GP20-00016)

BASIS OF BEARINGS

THE BASIS OF BEARINGS FOR THIS PROJECT IS BETWEEN SURVEY CONTROL POINT #1024 "SMVC024" AND SURVEY CONTROL POINT #1077 "SMVC077" AS SHOWN ON RECORD OF SURVEY 13928, RECORDED OCTOBER 1, 1992 AS FILE NO. 92-625379.

THE COMBINED FACTOR FOR THIS PROJECT IS BASED ON SURVEY CONTROL POINT #1024, BEING 0.999938891 GROUND TO GRID.
(IE N 54' 45' 30" E)
BENCH/i/ARK

THE BENCHMARK FOR THIS SITE IS FROM THE CITY OF SAN MARCOS SURVEY CONTROL MAP, AS SHOWN ON RECORD OF SURVEY 13928, RECORDED OCTOBER 1, 1992 AS FILE NO, 92-625379 AND UPDATED PER THE CITY OF SAN MARCOS BENCHMARK CONVERSION TABLE DATED SEPTEMBER 21, 2011.

POINT #1024 'SMVC024" - A 3" BRASS DISC IN STANDARD STREET WELL MONUMENT

ENCLOSURE, PUNCHED, NOT STAMPED, LOCATED AT THE INTERSECTION OF SAN MARCOS BOULEVARD AND GRAND AVENUE.

ELEVATION = 551.909 FEET (NORTH AMERICAN VERTICAL DATUM OF 1988) EXISTING EASEI.IENTS
SEE SHEET 2 FOR DESCRIPTIONS & LOCATIONS .

PROPERTY ADDRESS
274 E MISSION ROAD
SAN MARCOS, CA 92069
EX/SllNG ZONING

SPECIFIC PLAN AREA (SPA)

PROPOSED ZONING
SP

SOILS REPORT
A SOILS REPORT ENTITLED "PRELIMINARY GEOTECHNICAL EVALUATION FOR PROPOSED RESIDENTIAL DEVELOPMENT APN 220-210-49-00" BY GEOTEK, INC, DATED MAY 16, 2019.

EARTHWORK Q/JANllTIES

PRISMOIDAL METHOD OF EARTHWORK VOLUME CALCULATIONS WAS USED IN THIS ESTIMATE. SECTIONS OF DRIVE AISLE, PARKING, WATER QUALITY BASIN & OTHER ITEMS WERE ALSO CONSIDERED IN THE PROCESS.

SUMMARY
TOTAL CUT VOLUME {COMMON EXCAVATION/EMBANl<MENT)

TOTAL ON-SITE MATERIALS AVAILABLE FOR FILL (INCLUDES OVEREXCAVATION & BULKING)

TOTAL FILL VOLUME

SELECT FILLS FOR GEOGRID WALLS & WQ BASIN

ESTIMATED OVER EXCAVATION VOLUME

ESTIMATED BLASTING VOLUME

DATE REMARKS
06/2023 PLANNING Sl/811/TTAL
EXCEL

ENGINEERING
WIJ PWIIIC•fllQIEI//l//!-mlllfll\lC
HDSMl"IWl;~CARll'll
"'()t>1/1e-mmfl (lfO/m-llS4
/JllLITIES
FIRE
SCHOOL
SEWER

SAN MARCOS FIRE PROTECTION DISTRICT

SAN MARCOS UNIFIED SCHOOL DISTRICT

VALLECITOS WATER DISTRICT
WATER

TELEPHONE
GAS

VALLECITOS WATER DISTRICT

COX COMMUNICATIONS

ELECTRIC

SAN DIEGO GAS & ELECTRIC

SAN DIEGO GAS & ELECTRIC
PROPOSED ONSITE /JTIL./llES
WATER

FIRE SYSTEM
SEWER

STORM DRAIN

PRIVATE

PRIVATE
CONOOI.I/N//JI.I STATEI.IENT

THIS TENTATIVE MAP IS A CONDOMINIUM PROJECT AS DEFINED IN SECTION 4125 OF THE CIVIL CODE OF THE STATE OF CALIFORNIA

AND IS FILED PURSUANT TO THE SUBDIVISION MAP ACT THAT
PROPOSES 1 LOT WITH 46 AIR SPACE RESIDENTIAL CONDOMINIUMS.

LOTS
TOTAL LOTS EXISTING:

TOTAL LOTS PROPOSED: 2
RESIDENTIAL 'LOT 1 " = 3. 19 AC
OPEN SPACE "LOT A" = 5.38 AC
Ii/AP PREPARED BY

EXCEL ENGINEERING
440 STATE PLACE
ESCONDIDO, CA 92029
(760)745-8118
-pZ~
Ii/AP PREPARAllON DATE
FEBRUARY 2023

LANO AREA
GROSS = 8.57 ACRES
NET = 8.57 ACRES
APN
APN 220-210-49
flOOO ZONE DESIGNATION
DATE: 6/22/2023

FLOOD ZONE INFORMATION PER THE FEDERAL EMERGENCY
MANAGEMENT AGENCY WEBSITE.

THIS SITE IS PART OF FEMA FLOOD PANEL NOS. 06073C-0793G AND 06073C-0794G, AND IS BASED ON THE NORTH AMERICAN
VERTICAL DATUM OF 1988.

BOTH MAPS WERE REVISED: MAY 16, 2012

THE PROPERTY IS LOCATED WITHIN ZONE X - AREAS DETERMINED TO BE OUTSIDE THE 0.2% ANNUAL CHANCE FLOODPLAIN.
41,989 CY
50,270 CY
50,285 CY
5,312 CY
11,240 CY
7,329 CY
SHEET 1 OF 13 SHEETS
Δ
EXIST. TOWNHOMES
APN: 220-210-50
APN: 220-480-12
APN: 220-480-13
APN: 220-480-01
APN: 220-386-01

W O O D W A R D S T R E E T

M I S S I O N R O A D

PROJECT SITE
APN: 220-210-49
EXIST. TOWNHOMES
APN: 220-210-50
EXIST. TOWNHOMES
APN: 220-210-50

CORNERSTONE COMMUNITIES

WOODWARD
APN 220-210-49

WOODWARD ST, SAN MARCOS CA
Feet
0 40 80
SCALE 1":40'

EXISTING CONDITIONS
~
~
h._
"' o:;
~
~ (:§
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EX/SllNC EASE!.IENlS
IE-OIi AN EASEJIENT FOR PVBi./C VllL/llES ANO INCll)£NTAL Pl/RPOSES RECOROEI) OCTOBER 19, 19/8, IN BOtJK 2985,
PACE 237 OF /JfF/CIAL RErol'L/.5; IN FAVOR OF lHE SAN
0/ECO CAS tt ELEClRIC CONPANY. !HE £%ACT LOCA17CW
ANO £)(1DIT OF SAID EASEAIENT IS NOT DISCLOSED OF
REawLJ.
1£-021 AN EASEJIENT FOR ORA/NACE, Si.OPE; Pl/BLIC S!REET VllLITY ANO RICH!S INCIIJENTAL lHEREllJ R£CORIJEI)
A/ARCH 26, 2oae AS ooct/AIENT Na 2002-025/!l# OF
OFFICIAL RErol'L/.5; IN FA VOi? OF 1HE CITY OF SAN
A/ARCOS:

IE-OJI AN EASEJIENT FOR ENll?Y, IECETA 17,:W, CJ.EAR/NC ANO REI/OVAL OF ca/lBIJS17Bi.E A/A lERIALS ANO RICH!S
INCIIJENTAL lHERETO R£CORIJEI) AVCI/ST JI, 2007, AS
ooct/AIENT Na 2007-0580761 tt 2007-0581'160 OF
OFFICIAL RECORDS: IN FA VOi? OF PEff OE .t::W6; A
AIARRIEO A/AN.
1£-tMI AN EASEJIENT FOR ENll?Y, IECETA17,:W, CJ.EAR/NC ANO REA/OVAL OF ca/lBIJS17Bi.E A/A lERIALS ANO R/CH!S
INCIIJENTAL lHERETO RECOROEJ) AIAY 6, 2015, AS
IXJCtlAIENT Na 2015-0225378 tt 2015-0225379 OF
OFFICIAL RECORDS: IN FA VOi? OF KB HOA/£ CAPITAL LLC.
1£-051 lHE lERAIS ANO PRO/lfS/ONS CONTAINED IN lHE
ooct/AIENT EN1771.ED CRANT OF EASEAIENT, RECORDED
A/ARCH 4, 2020 AS INS1Nt/AIENT Na 2020-0113186 OF
OFFICIAL RECORDS:
1£-&1 lHE lERAIS ANO PRO/lfS/ONS CONTAINED IN 1HE
ooct/AIENT EN1771.ED CRANT OF IEHICIJLAR ANO
PEOESll?IAN ACCESS EASEI.IENT, R£CORIJEI) A/ARCH 4,
2020 AS /NSmtl/,IENT Na 2020-0113187 OF OFFICIAL
REawt/S:

IE-071 AN EASEI.IENT FOR P(JBiJC V17L/17ES ANO INC/IJENTAL Pl/RPOSES R£CORIJEI) OCTOBER 24 1948, IN BOOK 2988,
PACE ,l,f(J OF OfF/C/AL RErol'L/.5; IN FA VOi? OF lHE SAN DIECO CAS tt ELEClR/C CONPANY.

LECEN!J

RICHTOF WAY --- -RW- ---

PROPERTY LINE --- -PL- ---

PROJECT BOUNDARY
DUST AIA.JOR CONllJ(JR -----100----
DUST Al/NOR CONllJ(JR
DUST WA lER VAIN w
DUST SEIER VAIN ----s----
FZOWL/NE -----<<-------<cf------
PCC BROW DITCH ==:> ==:> ==:> ==:>
I ,
l
~
-\s
I t ; 7
I ' 7 I I
w • t. "J'W w 7 _I_ 7
I <..;-...._
\ \ \ \ ...._
G G S G \
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£%/ST. PIJLLBO%
,-
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-
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t. r 7 I
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...._ ...,
--, - ---- - - - - ~ --- ....... =--:::::::. - - ------ ---- - \
\
DATE
&/2023
' \I
--------_.._ _.._ -~-;::-: -
\
£%/ST. U17L/TY SERWCES
\

REMARKS
Pl.ANN/NC St/BAI/TTAL
w 'N
' A "
I , _,/' .

I v i G G
;.- ,<' <'. ,
'
<
-- r ,., ...... J '
~/ / ,
EXCEL

ENGINEERING
WI) /l!Nllf;•fJ//1IIJ/ll; -mRlfll\lC
HDSM'EIIMl;E5aNU.tCA,_
I'll ~Fl (l60/1IS-8IJ4
I
I G
;;.

I
IG
\
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,-
-
\
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SHEET 2 OF 13 SHEETS
EXIST. TOWNHOMES
APN: 220-210-50 01 TO 20
APN: 220-480-12
APN: 220-480-13
APN: 220-480-01
APN: 220-386-01

W O O D W A R D S T R E E T
Δ

PROJECT SITE
APN: 220-210-49
AREA=8.57 AC
APN: 220-210-51-01
TO 40

CORNERSTONE COMMUNITIES

WOODWARD
APN 220-210-49

WOODWARD ST, SAN MARCOS CA
Feet
0 40 80
SCALE 1":40'

TENTATIVE MAP
FUTURE EASEMENT NOTE:
£%/SllNC EASEYEN1S
IE-OIi AN EASBIENT FOR PUBLIC t/llLlllES ANO INC/OENTAL PURPOSES RECORIJEIJ OCllJ8ER 19, 19#1, IN BOOK~
PACE 2J7 OF OlllCIAL NECORO~ IN FAIA?li' OF !HE SAN
0/ECO GAS tf ELEClRIC COI.IPANY. lHE EXACT LOCA 110N
ANO EXTENT OF SA/0 EASBIENT IS NOT 0/SCl.OSEl) OF
REa¥i'o.

IE-021 AN EASEYENT FOR /Jli'AINAGE, SI.OPE, PUBI./C S1REET t/llLITY ANO li'ICHTS INC/OENli4L lHERERJ RECOli'IJEO
NANCH 26; 2lll?2, AS ooctJAIENT NO. 2002-025/9# OF
OlllCIAL REtxWO~ IN FA IA?li' OF lHE CITY OF SAN
NANCOS: POli'llCWS RJ 8E VACA!ElJ CW lHE flNAL NAP.

IE-OJI AN EASEYENT FOR ENTRY, YECETAllON, a.EAli'ING ANO REA/OVAL OF COA/BIJSllBI.E NA ffli'IALS ANO li'IGHlS
INCIDENTAL lHERETO RECOli'IJEO At/Gt/ST JI, 2007, AS
ooctJNENT NO. 2007-0580761 OF OFflC/AL RECORO~ IN
FA IA?li' OF PEff OE ....WG; A NAli'li'IEO NAN.

IE-.UI AN EASEYENT FOR ENTRY, YECETAllON, a.EAli'ING ANO REA/OVAL OF COA/BIJSllBI.E NA ffli'IALS ANO li'IGHlS
INCIDENTAL lHERETO RECOli'IJEO NAY 6; 2015, AS
ooctJNENT NO. 2015-0225J78 OF OlllCIAL RECORO~ IN
FAIA?li' OF KB H()l,IE CAP/li4L LLC.

IE-0511HE lFRIIS ANO Pli'Ol4S/CWS CCWli4INEO IN 1HE
ooctJJIENT ENllllEO GRANT OF EASEYENT, RECORIJEIJ
NANCH 4, 2020 AS INS1RIJl.(ENT NO. 2020-01/J/86 OF
OlllCIAL RECOROS:

IE-1761 lHE lFRIIS ANO Pli'Ol4S/CWS CCWli4INEO IN lHE
ooctJJIENT ENllllEO GRANT OF YEH/Ct/LAli' ANO
PEOESlR/AN ACCESS EASBIENT, RECORIJEIJ NANCH 4,
2020 AS INS11i'IJAIENT NO. 2020-0/IJ/87 OF OFFICIAL
REawo.£
IE-071 AN EASBIENT FOR Pl/BLIC t/llLlllES ANO INC/OENTAL Ptlli'POSES RECORIJEIJ OCllJ8ER 24 19#1, IN BOOK 29&!
PACE #0 OF OlllCIAL RECORO~ IN FA IA?li' OF !HE SAN
0/ECO GAS tf ELEClRIC COI.IPANY.
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/
LOTA
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C25
I
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vm
ii
II
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0 0
A PRfPOS!ED aANK£1'Ell£Rf,ENCY.t
III/NK1PAI. ACILSS EASDIENT /JElJICA TED
,o Harr fT SAN~ SHAJ.J. BE
8£ fRANTED ew lJE fWAJ. JIAP.

PNOPOSEO RE-S11i'IPINC
FORA/Eli' li'ICHNAN A 1£., [
RJ 8E VACA TEO PER
SEPANA ff PNO.ECT
u
APPNO,!?NA ff LOCA new
OF Rill/RE /Jli'IYEWAY
PER SP! 7-()()(U
•
::0
II
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~
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0 0
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o3,()
r.l /'!al'! (!,('''""
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fr ....,._,._~
n
n -n >--
n --
n 1--
n@ •
a F--"-
at---
a >--a,___
a r---

PL LINE DATA TABLE PL CURVE DATA TABLE

NO OELTA/BRC
LI Nl76'2J'IB"E
L2 Sl/32'19"£
LJ Nll'i/9'11"£
LI NJ232'5-l"E
L5 Nll'i/9'11 "E
L6 N7Yl5'IO"E
L7 NIJ75'28"E
L8 S58~'.J9"/Y
L9 N78V!'.N"E
LIO S/!'58'26"£
LIi N78V!'.N"E
Ll2 Sl7675'0l"E
LIJ SOJ:57'21"/Y
LIi S/076'15'/f
L/5 StU71'58"/Y
L/6 S2.9'52'26"E
L/7 Sl279'!J"E
L/8 S71'2!'tl"E
L19 S!6'52'59"E
L20 S20:J5'15"/Y
L2I N70'28'2TW
L22 S/93!'19'/f
L2J S61'5.J'5J'W
L21 SJ8'59'08"/Y
L25 N79:29'.JTW
L26 S8239'12'/f
L27 Nl9'2J'IO'W
L28 N8JVJ'5o'W
L29 NJ5'0.9'26'W
L.JO N1532'.u"E
LJI N/0'21'09"/Y
LJ2 N02'57'2J"E
LJJ N20'i/4-'J 7'/f
LJI NOi 38'15"/Y
LJ5 NI.J'i/8'!0"£
LJ6 N8!35'15"E
LJ7 ssn1'!2"E
L.J8 N7870'0.J"E
L.19 S7J'i/5'IO"/Y
LIO SN '!If/'# •w
Lil SIT5.9'0I "/Y

DATE REMARKS
176/202J Pl.ANN/NC StJ8l.(ITTAL
LENClll

67.92'

9.76'
2J2.60'

18.07'

9.76'
21JI'

6.00'

6.67'
.J6. 70'
.J.IOO'
!.88'
IJ.77'
121.72'
J2.!5'

87..U'
JI.It'
107.6/'

15.55'

5.79'

17.51'
J.61'

21.9J'

11.7!'

21. IO'

27.5.J'

18.15'
100.29'
to.OJ'
JI. 71'
!!.97'
IJ.71'
185.93'

16.70'

79.71'
J.19'
!J.29'

8.51'

8.98'

21.11'
259.57'

25.59'

NO OELTA
Cl J =176JV8'22'
C2 J =l760'29'0T
CJ J =058'55'55'
Cl J =027'20'.J2'
C5 J =tU!J72'05'
C6 J =.Ul:12'!8'
C7 J =016'26'09'
C8 J =0!6'52'J6'
C9 A =010'50'18'
c,o A=OJ.J77'0T
Cl! J =029V2'02"
C/2 A =IJM'2B't5'
C!J J =075'59'59'
CII A =OJ6'i/l't2'
C/5 J =022'52'.J9'
C,6 A =176732'.J9'
C/7 J =017'5!'!!'
C18 J =.U7'57'08'
C/9 A =OJ.J'i/0'!0'
C20 J =.U7'51 '2J'
C21 A =050'i/l 'Jo'
C22 A =025'56'/J'
C2J J =OIJ'2!'32"
C21 J =02J'i/!'IO'
C25 A =0!9V5'.J2'
C26 J =015'26'55'
C27 J =0J7'i/7'J5'
C28 A =tU! 70'0.J'
C29 J =086 'i/2'28'
C.JO J =058'55'55'
CJ! J =072'i/5'IO'
LEGEND

PROJECT BOUNDARY
PROPERlY LINE

RIGHT OF WAY

RAO/IJS

9.00'

27.00'
100.50'

87.50'

9.J.50'

25.50'
120.00'
-16.00'

50.00'
I.U.00'

98.00'

10.00'

11.02'

21.27'
J2.19'

5.00'

20.00'

10.00'
.J0.00'
.J0.00'

60.00'

60.00'
110.00'
.J0.00'
.J0.00'
.J0.00'
.J0.00'
.J0.00'

5.J.50'

66.50'

EXIST MAJOR CONTOUR

EXIST MINOR CONTOUR

PROPOSE MAJOR CONTOUR

PROPOSE MINOR CONTOUR
GEOGRID lYPE RETAINING
CMU lYPE RETAINING
SOIL NAIL lYPE RETAINING

EXIST WATER MAIN

EXIST SEWER MAIN

NEW WATER MAIN

NEW SEWER MAIN

FLOW LINE

PCC BROW DITCH
EXIST. FIRE LINE

FIRE HYDRANT

STREET/PARKING LIGHT

STORM DRAIN

INLETS/CLEANOUTS

WATER SERVICE LATERAL

SEWER SERVICE LATERAL

FIRE SERVICE LATERAL

PCC CURB

PCC CURB & GUTTER

BLDG UNIT NUMBER
EXCEL

ENGINEERING
WI) P!,W,r;•fJ//1IIJ/ll; oQ:9olllllfll\lC
HDSM'EIIMl;E5aNU.tCA,_
I'll ~Fl (160/1IS-8IJ4
LENClll

9.92'

28.50'
IOJ.J7'

11.76'

80.29'

19.82'
.U.12'
IJ.55'

9.17'

60.12'

19.66'

9.51'

11.62'
IJ.61'

12.85'

5.89'

6.2J'

8.J7'

17.6J'

25.08'

5.J.08'

27.16'

95.59'

12.11'

10.00'
2J.BO'

19.79'

21.56'

80.96'

68.IO'

81.15'
---PL- --
---RW- --
-----100----
---10u----
--W·
---s---
---w---
---s---
-----< <c----------<<----
□ Ii] r--,
U-18
SHEET 3 OF 13 SHEETS
APN: 220-480-12
APN: 220-480-13
APN: 220-386-01
LOT A

OPEN SPACE
LOT 1

CORNERSTONE COMMUNITIES

WOODWARD
APN 220-210-49

WOODWARD ST, SAN MARCOS CA
SCALE 1":20'

GRADING PLAN
MATCHLINE SEE SHEET 5 FOR CONTINUATION
MATCHLINE SEE SHEET 6 FOR CONTINUATIONMATCHLINE SEE SHEET 7 FOR CONTINUATION SEE SHEET 11 FOR UTILITIES EXHIBIT AND 13 FOR SWQMP - BMP Feet
0 20 40

ALL ON-SITE STORM DRAIN SYSTEM IS

PRIVATELY OWNED & MAINTAINED UNLESS

NOTED IN THE PLANS
2: 1 MA
6g2.11 fl.
~
r;;;~08

WQ BASIN
PL
CAR=10o.14 GA/?=706.74
PAO= 706.{.(J
----
---
SIJ-0{.

PAO= 707.08
U-44 U-43
CAR=707.41
~
706., 33_-TC - &,_
105.83 fl. M
CAR=707.4f
M
•
.,.._~
CAR=707.#
u-4
M
PL
' __J_
707.57 fl. SIJ-02
PAO= 707.#
U-42 U-41
CAR=107.78 CAR=107.78
i
_;'!-
U-5
s
707.71 TC
707.21 R.

M
GAR=707.81
U-6

2.: 1 MAX
707.-16 fl.

U-40
CAR=108f7
70812 fl.

U-39
CAR=708f7
s
707.82 TC
M 707..J2 fl. AP-
.- .
t~ ~~~25 CAR=708.25
U-7 U-8
. PAO = 707.g2
' ~lrr';CR
14 ~/L1~
,-
L-->~6 ~ (
PL
- - -
7{.(J
735
730
725
720
715
710
-PL 70814
I
~S0-01\
PAO= 70821
U-38 U-37
--CAR=70855 CAR=708.55

CONSTRUCTION NOTES
SURFACE 1,1,(f'RO/IEl,/ENTS
~ AC PA/IENENT (ORI/IE AISLE)
!.9-02! PCC PA IIEMENT Hflll 8ROOI,/ RN/SH
!.9-0.JI 6" PCC Cl/RB
!.9-M! 6" PCC Cl/RB & CVTTER
!.9-05! .J' HfOE PCC RIBBON CIJTTrR
!.9-06! NEW CEOCR/0 TYPE RETAIN/NC WALL
!.9-07! SOIL NAIL TYPE RETAIN/NC WALL
!.9-08! Cl.((J RETAINING WALL
l.9-ogl ctJRB ctJTS
!.9-10! PCC SIDEWALK
!57-ff! STAIRS
!.9-12! lRAlllC SIGN ("sTOP" OR
"CROSSWALK AHEAO")
V11LITY MIPRO/IEAIENTS
!VT-Of! RRELINE 1,/A/N
!VT-02! RRE HYDRANT
!VT-0.J! RRE SERl?CE LAlERAL
!VT-M! 0(Jl,IES11C WA lERLINE NAIN
!VT-05! SEMl?LINE 1,/A/N
STORI,/ DRAIN/ WA !ER Qt/AL/TY /1,/PRO/IEl,/ENTS
!SO-Of! PCC BROW DITCH
!SIJ-02! STORI,/ DRAIN INLET
!SIJ-aJ! STORI,/ DRAIN BOX/aEANO/JT
!SO-M! STORI,/ DRAIN PIPE
!S0-05! HO BASIN 0/JTZET. SEE DETAIL ON
SHEET 1.J
"'ISIJ"'"--,06""1 WATER Qt/AL/TY BASIN
!SIJ-07! RIPRAP
!SIJ-08! HO ROCK DITCH BIORL IRA 110N. SEE
DETAILS ON SHEET 1.J.
"'ISIJ"'"--,og""I HEAOWALL
!SIJ-10! INSTALL PVC aEANO/JT AT BENO
!SIJ-ff! INSTALL Cl/RB 0/JTZET
LEGEND

PROJECT BO/JNOARY

PROPERTY LINE

RIGHT OF WAY
--- -PL- ---
--- -RW- ---
-----100----
il 00 fl.
£)(!ST MAJOR CONTO/JR
£)(!ST /,//NOR CONTO/JR

PR/POSE MAJOR CONTO/JR

PR/POSE /,//NOR CONTO/JR
CEOCR/0 TYPE RETAIN/NC
Cl,f(J TYPE RETAIN/NC
----100---
GA/?=70865
U-9
'... ·'
CAR=708.65
U-10
PAO= 708.32
M
~-----_J
: 1 MAX
-- ---

DATE REMARKS
06/202.J PlANNINC St/81,//TTAL
_J
EXCEL

ENGINEERING
WI) l'!,W,r;•fJ//1IIJ/ll; oQ:9olllllfll\lC
HDSM'EIIMl;E5aNU.tCA,_
I'll ~Fl (160/1IS-8IJ4
saL NAIL TYPE RETAINING
£)(!ST WATER VAIN
£)(!ST SEHFR MAIN
NEW WA !ER 1,/A/N
NEW SEMl? 1,/A/N
fl.OWUNE

PCC BROW DITCH
£)(!ST. RRE LINE

RREHWRANT

STREET/PARKING LIGHT

STORI,/ DRAIN
INLETS/aEANO/JTS
WA!ER SERl?CE LATERAL
SEMl? SERl?CE LATERAL
RRE SERl?CE LATERAL
PCC CllRB
PCC Cl/RB & CIJTTER
--w----
----s----
----w----
----s----
-~, --------<<---
==> ==> ==> ==>
----F----
➔
□ □ r--,
SHEET 4 OF 13 SHEETS

W O O D W A R D S T R E E T
APN: 220-386-01
LOT A

OPEN SPACE
LOT A

OPEN SPACE
LOT 1

CORNERSTONE COMMUNITIES

WOODWARD
APN 220-210-49

WOODWARD ST, SAN MARCOS CA
Feet
0 20 40
SCALE 1":20'

GRADING PLAN
MATCHLINE SEE SHEET # FOR CONTINUATION
MATCHLINE SEE SHEET 7 FOR CONTINUATION
SEE SHEET 11 FOR UTILITIES EXHIBIT AND 13 FOR SWQMP - BMP ALL ON-SITE STORM DRAIN SYSTEM IS

PRIVATELY OWNED & MAINTAINED UNLESS

NOTED IN THE PLANS
--- - - -705
695
2: 1 MAX
680
675
2: 1 MAX
---- ----

CONSTRUCTION NOTES
SURFACE l,/IPRO/IEl,/ENTS
~ AC PA/IENENT (ORI/IE AISLE)
!.9-02! PCC PA IIEMENT Hflll 8ROOI,/ RN/SH
!.9-0JI 5• PCC Cl/RB
!.9-tUI 5• PCC Cl/RB & CVTTER
!.9-05! J' HfOE PCC RIBBON (;(JTTrR
!.9-06! NEW CEOCR/0 TYPE RETAIN/NC WALL
!.9-07! SOIL NAIL TYPE RETAINING WALL
!.9-08! Cl.((J RETAINING WALL
!.9-09! Cl/RB Cl/TS
!.9-10! PCC SIOEWALK
!.57-11! STAIRS
!.9-12! lRAlllC SIGN ("sTOP" OR
"CROSSWALK AHEAO")
V11LITY l,/IPRO/IEAIENTS
!VT-01! RRELINE 1,/A/N
!VT-02! RRE HYDRANT
!VT-OJ! RRE SERl?CE LATERAL
!VT-tU! OOAIES11C WATERLINE NAIN
!VT-05! SEMl?LINE 1,/A/N
STORI,/ ORAIN /WATER Qt/AL/TY IAIPRO/IEl,/ENTS
!.21-01! PCC BROW 0/TCH
I I

I I I I

I I I I I I I I I I I
' w I w • w

I I I I
_ /_ I I
\ ' \ ) \
\ \ I
\ 0 \5" s \ s s ' \ \ \ ",,__
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(
-
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T I I I I I
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MAIN DRIVEWAY VERTICAL PROFILE INFORMATION

A (GRADE

PROFILE
PVI GRADE PROFILE CURVE Cun1e NO. PVI STATION GRADE IN CURVE K VALUE ELEVATION OUT CHANGE) LENGTH Radius
TYPE
1 1+31.69' 609.60' 5.56%
2 1+64.30' 611.41' 5.56% 17.95% 12.39% Sag 40.00' 3.23 322.76' 3 6+92.84' 706.29' 17.95% 0.74% 17.21% Crest 190.00' 11.04 1103.92' 4 14+11.59' 711.61' 0.74%
!.21-02! STORI,/ ORAIN INLET
!Sll-aJ! STORI,/ ORAIN BOX/aEANO//T
!.21-tU! STORI,/ ORAIN PIPE
!.21-05! HO BASIN 0//TZET. SEE OETAIL ON

SHEET IJ
!.27-M! WATER Qt/AL/TY BASIN
!.27-07! RIPRAP
!.27-08! HO ROCK /JI TCH BIORL 7li'A 110N. SEE
OETAILS ON SHEET IJ.
!.27-09! HEADWALL
!.27-10! INSTALL PVC CLEANO//T AT BENO
!.27-11! INSTALL Cl/RB 0//TZET
LEGEND

PROJECT BO//NOARY

PROPERTY LINE

RIGHT OF WAY
£)(!ST AIAJOR CONTO//R
£)(!ST /,//NOR CONTO//R

PR/POSE NAJOR CONTO//R
PR/POSE Al/NOR CONTO//R
CEOCR/0 TYPE RETAINING
Cl,/(J TYPE RETAIN/NC
saL NAIL TYPE RETAINING
£)(!ST WATER AIAIN
£)(!ST SEHFR 1,/A/N

NEW WATER AIAIN
NEW 5£11£7? 1,/A/N
R.OWLINE

PCC BROW /J/TCH
£)(!ST. RRE LINE

RREHWRANT
S71i'EET/l'ARKINC LIGHT
ST(}Rl,I ORAIN
INLETS/aEANO//TS
WATER SERl?CE LATERAL
5£11£7? SERl?CE LATERAL
RRE SERl?CE LATERAL
PCC Cl/RB
PCC Cl/RB & (;(JTT£R
EXCEL

DATE REMARKS
06/202J Pl.ANNING St/81,//TTAL ENGINEERING
WI) l'!,W,r;•fJ//1IIJ/ll; oQ:9olllllfll\lC
HDSM'EIIMl;E5aNU.tCA,_
I'll ~Fl l160/1IS-8IJ4
-PL-
-RW-
-----/00----
----100---
--w----
-----s-----
-----w-----
-----s-----
-----< ,~----<<---
==> ==> ==> ==>
----F----
➔
□ □ r--,
SHEET 5 OF 13 SHEETS
EXIST. TOWNHOMES
APN: 220-210-50
APN: 220-480-01
LOT A

OPEN SPACE
LOT A

OPEN SPACE
LOT 1

CORNERSTONE COMMUNITIES

WOODWARD
APN 220-210-49

WOODWARD ST, SAN MARCOS CA
Feet
0 20 40
SCALE 1":20'

GRADING PLAN
MATCHLINE SEE SHEET 7 FOR CONTINUATION
MATCHLINE SEE SHEET # FOR CONTINUATION
SEE SHEET 11 FOR UTILITIES EXHIBIT AND 13 FOR SWQMP - BMP

ALL ON-SITE STORM DRAIN SYSTEM IS

PRIVATELY OWNED & MAINTAINED UNLESS

NOTED IN THE PLANS
-=PL
U-:35 u-36 \ -,nil 68 PAO ,= ,,,.,. -01 GAf?,=709.0I GAR,=709.111 - ,...._ - - --
-
I \
\
\
\
',, \
\
\ -w
I
I
a
C:
€

CONSTRUCTION NOTES
SIJRFACE l,l,(PR011£1,1ENTS
~ AC PAV£NENT (OR/11£ AISLE)
!.9-02! PCC PA V£MENT Hflll 8ROOI,/ RN/SH
!.9-0JI 6" PCC Cl/RB
!.9-tUI 6" PCC Cl/RB & CUTTER
!.9-05! J' HfOE PCC RIBBON CIJTTrR
!.9-06! NEW CEOCR/0 TYPE RETAIN/NC WALL
!.9-07! SOIL NAIL TYPE RETAINING WALL
!.9-08! Cl,//J RETAINING WALL
!.9-09! Cl/RB C/JlS
!.9-10! PCC SIIJEWALK
!.57-11! STAIRS
!.9-12! lRAlllC SIGN ("sTOP" OR
"CROSSWALK AHEAO")
STORI,/ ORAIN /WATER Qt/AL/TY /l,/PROV£1,1ENTS
!SV-01! PCC BROW 0/TCH
!SV-02! STORI,/ ORAIN INLET
/J11L/TY MIPROV£1,1£NTS
!IJT-01! RRELINE 1,/A/N
!IJT-02! RRE HYDRANT
!VT-OJ! RRE SERl?CE LAlERAL
!IJT-tU! 0(Jl,IES11C WAlERLINE NAIN
!IJT-05! SEMl?LINE 1,/A/N
I "'
!Sll-aJ! STORI,/ ORAIN BOX/aEANO/JT
!.21-tU! STORI,/ ORA/N PIPE

DATE REMARKS
06/202J Pl.ANNING S/JBl,//TTAL
" J
!.21-05! HO BASIN 0/JTZET. SEE OETAIL ON

SHEET IJ
r.l.27"'"-"""06""1 WATER Qt/AL/TY BASIN
!.27-07! RIPRAP
!.27-08! HO ROCK 0/ TCH BIORL 71i'A 110N. SEE
DETAILS ON SHEET IJ.
,..,l.2?"'"-"""09""1 HEADWALL
!.27-10! INSTALL PVC aEANO/JT AT BENO
!.27-11! INSTALL Cl/RB 0/JTZET
111---t"i\ffl-
I
I
Ill
I I
V
I
I
\ \
\
.__
w
I
'
W--
_r::.

EXCEL

ENGINEERING
WI) l'!,W,r;•fJ//1IIJ/ll; oQ:9olllllfll\lC
HDSM'EIIMl;E5aNU.tCA,_
I'll ~Fl (160/1IS-8IJ4
LEGEND

PROJECT BO/JNOARY

PROPERTY LINE

RIGHT OF WAY
£)('!ST MAJOR CONTO/JR
£)('!ST /,//NOR CONTO/JR

PR/POSE MAJOR CONTO/JR

PR/POSE /,//NOR CONTO/JR
CEOCR/0 TYPE RETAINING
Cl,(IJ TYPE RETAIN/NC
saL NAIL TYPE RETAINING
£)('!ST WATER VAIN
£)('!ST SEHFR MAIN
NEW WATER 1,/A/N
NEW SEMl? 1,/A/N
R.OWL/NE
PCC BROW 0/TCH
£)('!ST. RRE LINE

RREHWRANT
S71i'EET/l'ARKINC LIGHT
ST(}Rl,I ORAIN
INLElS/aEANO/JlS
WA!ER SERl?CE LATERAL
SEMl? SERl?CE LATERAL
RRE SERl?CE LATERAL
PCC Cl/RB
PCC Cl/RB & CIJTTER
--- -PL- ---
--- -RW- ---
-----100----
----100---
--w---
---s----
----w----
---s---
------<: <-------<<----
==> ==> ==> ==>
---F----
➔
□ □ r--,
SHEET 6 OF 13 SHEETS

W O O D W A R D S T R E E T
EXIST. TOWNHOMES
APN: 220-210-50
LOT A

OPEN SPACE

CORNERSTONE COMMUNITIES

WOODWARD
APN 220-210-49

WOODWARD ST, SAN MARCOS CA
Feet
0 20 40
SCALE 1":20'

GRADING PLAN
MATCHLINE SEE SHEET # FOR CONTINUATION
MATCHLINE SEE SHEET 4 FOR CONTINUATIONMATCHLINE SEE SHEET 5 FOR CONTINUATION SEE SHEET 11 FOR UTILITIES EXHIBIT AND 13 FOR SWQMP - BMP

ALL ON-SITE STORM DRAIN SYSTEM IS

PRIVATELY OWNED & MAINTAINED UNLESS

NOTED IN THE PLANS
-
- -- --~ --- --
R=709.03
LCA::OJ
PAO= 708.70
- ,,\ U-11
FF=709.J6
6ta9J n:
6/all fl.
----w---
\ .I
'-.--------
,J(JIJ'
'
' CAR= 709. 90 GAR= 709.90
"'
-~
~7()9,
U-17 U-18
J; . - . \)""'\o
' ' - -'~ .¢
'ij~~~~~ ~~
i;t:J ,::i 1,,1="":"::'l
r;AR=709,42
u-'\~
pAO" li:,;09::.:,.09"'11--
pAD"
2: 1 MAX
V'L' ~---
,,71
\ ..----- ~ mPl'INC-SICHl
\
' '
IJISTAl,ICE FOR #J
,!fPH Zt:WE
_\
\
' JOO.oo'
·----w -~-... , ----w--~ ,--
\ \
w \
\ ~ ' \
__,,,.----__,c.--"'" PROP0.5RJ R£-Sll?IPIN(;--=, ) --
, - _LL__
\
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--r-
,,1/ I
I ) I
I /
J
/ I
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---G---G--/-?--G--- G G G I G G
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----'1G- -- -- -- -- G __ "Tl G --
/
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-- -
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-
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w ~ w \
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_1_ZONE) \ \
I I I \
I I ( I l

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I I --/
G I G G Gr-G G p G
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---1-~w---'1--, - w I w I
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J
I
DATE
06'/202J
I
G ;6
I _.,
--

REMARKS
Pl.ANNING St/81,//TTAL
\
' \
I
I
I
-
s
-"--1
,
/
I
' - ' \
I
\
I
/
G--1.,.,G-
\

CONSTRUCTION NOTES
SURFACE l,/IPRO/IEl,/ENTS V11LITY MIPRO/IEAIENTS
~ AC PA/IENENT (ORI/IE AISLE)
!.9-02! PCC PA IIEMENT Hflll 8ROOI,/ RN/SH
!.9-0JI 5• PCC Cl/RB
!VT-01! RRELINE 1,/A/N
!VT-02! RRE HYDRANT
!.9-tUI 5• PCC Cl/RB & GVTTER
!.9-05! J' HfOE PCC RIBBON (;(JT'TrR
!VT-OJ! RRE SERl?CE LATERAL
!VT-tU! OOAIES11C WATERLINE NAIN
!VT-05! SEMl?LINE 1,/A/N
!.9-06'! NEW CEOCR/0 TYPE RETAINING WALL
!.9-07! SOIL NAIL TYPE RETAINING WALL
!.9-08! Cl,((J RETAINING WALL
!.9-09! Cl/RB Cl/TS
!.9-10! PCC .9/JEWALK
!.57-11! STAIRS
!.9-12! lRAlllC .9GN ("sTOP" OR
"CROSSWALK AHEAO")
STORI,/ ORAIN /WATER Qt/AL/TY /AIPRO/IEl,/ENTS
!SV-01! PCC BROW 0/TCH
!SV-02! STORN ORAIN INLET
!Sll-OJ! STORI,/ ORAIN BOX/aEANO/JT
!.21-tU! STORI,/ ORAIN PIPE
!.21-05! Ht'J BASIN 0/JTZET. SEE OETAIL ON

SHEET IJ
"'l.27"'"-"'"'06""1 WATER Qt/AL/TY BASIN
!.27-01! RIPRAP
!.27-08! Hr) ROCK 0/ TCH BIORL 7li'A 110N. SEE
DETAILS ON SHEET 13.
"'l.27"'"-"'"'09""! HEAOWALL
!.27-10! INSTALL PVC aEANO/JT AT BENO
!.27-11! INSTALL Cl/RB 0/JTZET
LEGEND

PROJECT BO/JNOARY

PROPERTY LINE

RIGHT OF WAY
£)(!ST AIAJOR CONTO/JR
£)(!ST Al/NOR CONTO/JR
PROPOSE 1,/AJOR CONTO/JR

PROPOSE /,//NOR CONTO/JR
CEOCR/0 TYPE RETAINING
CJl(J TYPE RETAINING

SOIL NAIL TYPE RETAINING
£)(!ST WATER 1,/A/N
£)(!ST SEH£'R AIAIN
NEW WATER 1,/A/N
NEW SEMl? 1,/A/N
fl.OW LINE
PCC BROW 0/TCH
£)(!ST. RRE LINE

RRE HYDRANT
S71i'EET/PARKING LIGHT

STORI,/ ORAIN
INLETS/aEANO/JTS

WATER SERI/ICE LATERAL
S£M'R SERl?CE LATERAL
RRE SERl?CE LATERAL
PCC Cl/RB
PCC Cl/RB & GVTTER
--- -PL- ---
--- -RW- ---
-----100----
----100---
----w----
----s----
----w----
----s----
----< <-------<<----
==:> ==:> ==:> ==:>
----F----
□ □ C'::::::,
-)¢-i,1
, -)!'.-s'1
SHEET 7 OF 13 SHEETS
EXCEL

ENGINEERING
/JJI) l'!,W,r;•fJ//1IIJ/ll; oQ:9olllllflM'C
HDSM'EIIMl;E5aNU.tCA,_
I'll ~Fl (16fJ/1IS,8IJ4
A
A
B
B
C
C
EXIST. TOWNHOMES
APN: 220-210-50
APN: 220-480-12
APN: 220-480-13
APN: 220-480-01
APN: 220-386-01

W O O D W A R D S T R E E T

M I S S I O N R O A D

CORNERSTONE COMMUNITIES

WOODWARD
APN 220-210-49

WOODWARD ST, SAN MARCOS CA
Feet
0 40 80
SCALE 1":40'
SECTION PLAN VIEWSEE SHEET 9 FOR SECTION PROFILE VIEW
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DATE REMARKS
06/2023 Pl.ANNING St/8VITTAL
EXCEL

ENGINEERING
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SHEET 8 OF 13 SHEETS
APN:
220-480-01
APN: 220-386-01
APN:
220-210-50
APN:
220-480-12

CORNERSTONE COMMUNITIES

WOODWARD
APN 220-210-49

WOODWARD ST, SAN MARCOS CA
SEE SHEET 8 FOR SECTION PLAN VIEW

P/L I LOT I
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SECTION A-A
SCALE = 1 ":50' HORIZONTAL
SCALE = 1 ":50' VERTICAL
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SCALE = 1 ":50' VERTICAL
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SCALE = 1 ":50' HORIZONTAL
SCALE = 1 ":50' VERTICAL
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EXCEL
DATE REMARKS ENGINEERING 06/2023 Pl.ANNIN(] St/8AIITTAL WI) l'!,W,r;•fJ//1IIJ/ll; oQ:9olllllfll\lC HDSM'EIIMl;E5aNU.tCA,_
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SHEET 9 OF 13 SHEETS
EXIST. TOWNHOMES
APN: 220-210-50
APN: 220-480-12
APN: 220-480-13
APN: 220-480-01
APN: 220-386-01

W O O D W A R D S T R E E T

M I S S I O N R O A D

CORNERSTONE COMMUNITIES

WOODWARD
APN 220-210-49

WOODWARD ST, SAN MARCOS CA
Feet
0 40 80
SCALE 1":40'

CIRCULATION EXHIBIT

EMERGENCY VEHICLE USED IN

THIS AUTOTURN SIMULATION

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l7.7n I
S!FERINC LOCK ANCLE = J7.8'
ACH!EIIEO S!FERINC ANCLE = go·
SIIFEP ANCLE = JJ 7'

COSM PIERCE PUMPER

Oft I Ott 20ft

8.08' 7529'

COSM PIERCE PUMPER
WIOT/-1 - 7.59'
TRACTOR TRACK - 7.59'
LOCK TO LOCK 1/ME -5.0
S!FERINC ANCLF -J78
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I]
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DATE REMARKS
06/2023 Pl.ANNING St/8VITTAL
EXCEL

ENGINEERING
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HDSM'EIIMl;E5aNU.tCA,_
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SHEET 10 OF 13 SHEETS
EXIST. TOWNHOMES
APN: 220-210-50
APN: 220-480-12
APN: 220-480-13
APN: 220-480-01
APN: 220-386-01

W O O D W A R D S T R E E T

M I S S I O N R O A D

WQ BASIN
RW

CORNERSTONE COMMUNITIES

WOODWARD
APN 220-210-49

WOODWARD ST, SAN MARCOS CA
Feet
0 40 80
SCALE 1":40'

UTILITIES EXHIBITAFTER GRINDING & OVERLAY APPLICATION,

STRIPING & OR STREET RESTORATION

SHALL BE COMPLETED TO THE

SATISFACTION OF THE ENGINEERING
INSPECTOR.

MATCHLINE SEE BELOW

RIGHT FOR CONTINUATION

MATCHLINE SEE ABOVE

LEFT FOR CONTINUATION
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06/2023
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REMARKS
Pl.ANNING St/8VITTAL
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SHEET 11 OF 13 SHEETS
EXIST. TOWNHOMES
APN: 220-210-50
APN: 220-480-12
APN: 220-480-13
APN: 220-480-01
APN: 220-386-01

W O O D W A R D S T R E E T

M I S S I O N R O A D

CORNERSTONE COMMUNITIES

WOODWARD
APN 220-210-49

WOODWARD ST, SAN MARCOS CA
Feet
0 40 80
SCALE 1":40'

ROCK CRUSHER EXHIBIT
ROCK CRUSHER SPECIFICATIONS:

THUNDERBIRD HAZEMAG It.PACT CRUSHING PLANT #CP300

CERTIFIED NON-ROAD PORTABLE INTERNAL COMBUSTION ENGINE, COMPRESSION IGNITION, CATERPILLAR, MODEL 3406, SERIAL NO:

ILS01162, RATED AT 387 BHP, DIESEL FUELED, EQUIPPED WITH TURBOCHARGER AND AFTERCOOLER.

PORTABLE ROCK CRUSI-ER AND SCREENING PLANT, RATED AT 150 TONS PER HOUR, WITH TI-E FOLLOWING:
(1) VIBRATORY GRIZZLY FEEDER, 36" X 14'
(1) IMPACT CRUSHER, HAZEMAG, MODEL 1010
(1) DOUBLE DECK SCREEN, 5' X 14'
(3) BELT CONVEYORS
(3) RADIAL STACKERS
(1) DCE DALMATIC FABRIC FILTER, MODEL 30/10
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DATE REMARKS
06/2023 Pl.ANN/NC Sl/811/TTAL
EXCEL

ENGINEERING
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0 SHEET 12 OF 13 SHEETS

CORNERSTONE COMMUNITIES

WOODWARD
APN 220-210-49

WOODWARD ST, SAN MARCOS CA

SWQMP - BMP
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TOP OF BASIN
0 0
BIOflL !RA llON BASIN OETAIL

NOT TO SCALE
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PERMANENT WATER QUALITY

TREATMENT FACILITY

KEEPING OUR WATER WAYS CLEAN

MAINTAIN WITH CARE - NO MODIFICATIONS WITHOUT AGENCY APPROVAL ' (SIZE PER 910-BASIN OETA/l) DETAIL

WATER QUALITY SIGN- PLACED AT

EACH BIOFILTRATION BASIN
v~ 120" v~ -
AASHTO
M2 57 STONE
LOH£R ORIFICE OETAIL

NOT TO SCALE
NOTE: ALL BIOFILTRATION AREAS WILL

HAVE A SIGN POSTED TO BE
VISIBLE AT ALL TIMES.
~ COMPACTED SOIL
•
6 " PVC PIPE PERFORATION
LAYOlJT IJETAIL

NOT TO SCALE
HWJIU,lOfiYC .S!'J£ WA" ""
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1lf£ ONS/ff HWROI.OGICAl stl'l Gli'OIJP RlR 1HIS Sill' IS TYPE 0.

Q'/Sl!NG SllEfFAlllRES:

OETAIL
iVO Ol/Af PINC" AT CATCH BASINS
NOff: ALL CATCH BASINS Hf1lf CRA!ES SHALL
9£ Sll'NCllEO Hf1lf CITY REC1UIREO llBf PER
A90Y£ OETA/l (OAS VANIIFACTt/RING p!)O OR
E(l{JIVALENT).

SOURCE CONTROL

SOURCE CONTROL REQUIREMENT NODE
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IMPERMEABLE LINER
INPERAl£ABI.E UNEH ElXlE ANCHIR DETAIL

NOT TO SCALE

7. /l.fPERl.fEA9LE LINER 9£ CONS!RllCTEO IN COVPLIANCE H/111 111£ COIJNTY OF SAN 0/EGO GREEN SlREE!S SIIPPLBIENT TO CAL ll?ANS SPECIRCAllONS 20-11.088.

PER HO/JR)

NOT TO SCALE
/
/

12. SPECIAL INSPECllON SHALL 9£ RE(){//R£/) FOR CONSll?llCllON OF ALL 9/0flLll?AllON BASINS.

INSPECTOR SHALL 9£ GIi£# A l.f/NIV/11.f OF 48 HOIJl?S PRIOR TO INSPECllON. I/PON COl.fPl.£110N !HE INSPECTOR SHALL PROll!OE A CER11RCAllON TO 1lf£ ENGINEER OF HmK.

1.1 PROPOSE/J NA 1lHIALS, SI/CH AS AGGREGA lE, Rl 1E1i' VA 1lHIAL, AN!) RL lER l.fElJIA SI/All 9£ SIJBII/TlHJ TO !HE ENGINEER OF llr:Jli'I( FOR APPROVAL.

EXCEL

ENGINEERING
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ffO SlAlE l!M1,; ~ ~ 11121
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13

San Marcos City CouncilSeptember 9, 2025

San Marcos City Council
September 9, 2025