Moreno Valley City Council
February 17, 2026

- 1 -
Project Specific Water Quality Management Plan
A Template for Projects located within the Santa Ana Watershed Region of Riverside County Project Title: Tract 37858
Development No: PEN20-0172/0173
Design Review/Case No: LWQ24-0033
Original Date Prepared: August 2024
Revision Date(s): September 2025
Prepared for Compliance with
Regional Board Order No. R8-2010-0033
Template revised June 30, 2016
Prepared for:

RC Hobbs Companies
1024 E. Chapman Avenue
Orange, CA 92866
Tel: (714) 633-8100
Contact: Bob Beers
[email protected]
Prepared by:

Adkan Engineers
6879 Airport Drive
Riverside, CA 92504
Tel: (951) 688-0241
Contact: Michael R. Brendecke
[email protected]
Preliminary
Final
- 2 -

A Brief Introduction
This Project-Specific WQMP Template for the Santa Ana Region has been prepared to help guide you in documenting compliance for your project. Because this document has been designed to specifically document compliance, you will need to utilize the WQMP Guidance Document as your “how-to” manual to help guide you through this process. Both the Template and Guidance Document go hand-in-hand, and will help facilitate a well prepared Project-Specific WQMP. Below is a flowchart for the layout of this Template that will provide the steps required to document compliance.

Section A
Project and Site
Information
Section B
Optimize Site
Utilization
Section C
Delineate Drainage
Management Areas
(DMAs)
Section G
Source Control
BMPs
Section I
Operation,
Maintenance, and
Funding
Section F
Hydromodification
Section E
Alternative
Compliance
Section D
Implement LID
BMPs
Section H
Construction Plan
Checklist
09/02/2025
- 4 -

Table of Contents
Section A: Project and Site Information........................................................................................................ 6 A.1 Maps and Site Plans ............................................................................................................................ 6 A.2 Identify Receiving Waters ................................................................................................................... 7 A.3 Additional Permits/Approvals required for the Project: .................................................................... 8 Section B: Optimize Site Utilization (LID Principles) ..................................................................................... 9 Section C: Delineate Drainage Management Areas (DMAs) ....................................................................... 11 Section D: Implement LID BMPs ................................................................................................................. 14 D.1 Infiltration Applicability .................................................................................................................... 14 D.2 Harvest and Use Assessment ............................................................................................................ 15 D.3 Bioretention and Biotreatment Assessment .................................................................................... 17 D.4 Feasibility Assessment Summaries ................................................................................................... 18 D.5 LID BMP Sizing .................................................................................................................................. 19 Section E: Alternative Compliance (LID Waiver Program) .......................................................................... 21 E.1 Identify Pollutants of Concern .......................................................................................................... 21 E.2 Stormwater Credits ........................................................................................................................... 23 E.3 Sizing Criteria ..................................................................................................................................... 23 E.4 Treatment Control BMP Selection .................................................................................................... 24 Section F: Hydromodification ..................................................................................................................... 25 F.1 Hydrologic Conditions of Concern (HCOC) Analysis .......................................................................... 25 F.2 HCOC Mitigation ................................................................................................................................ 26 Section G: Source Control BMPs ................................................................................................................. 27 Section H: Construction Plan Checklist ....................................................................................................... 30 Section I: Operation, Maintenance and Funding ........................................................................................ 31

- 5 -

List of Tables
Table A.1 Identification of Receiving Waters ................................................................................................ 7 Table A.2 Other Applicable Permits .............................................................................................................. 8 Table C.1 DMA Classifications ..................................................................................................................... 11 Table C.2 Type ‘A’, Self-Treating Areas ....................................................................................................... 11 Table C.3 Type ‘B’, Self-Retaining Areas ..................................................................................................... 12 Table C.4 Type ‘C’, Areas that Drain to Self-Retaining Areas ...................................................................... 12 Table C.5 Type ‘D’, Areas Draining to BMPs ............................................................................................... 13 Table D.1 Infiltration Feasibility .................................................................................................................. 14 Table D.2 LID Prioritization Summary Matrix ............................................................................................. 18 Table D.3 DCV Calculations for LID BMPs ................................................................................................... 19 Table E.1 Potential Pollutants by Land Use Type ........................................................................................ 21 Table E.2 Water Quality Credits .................................................................................................................. 23 Table E.3 Treatment Control BMP Sizing .................................................................................................... 23 Table E.4 Treatment Control BMP Selection .............................................................................................. 24 Table F.1 Hydrologic Conditions of Concern Summary .............................................................................. 25 Table G.1 Permanent and Operational Source Control Measures ............................................................. 28 Table H.1 Construction Plan Cross-reference ............................................................................................. 30

List of Appendices
Appendix 1: Maps and Site Plans ................................................................................................................ 32 Appendix 2: Construction Plans .................................................................................................................. 33 Appendix 3: Soils Information ..................................................................................................................... 34 Appendix 4: Historical Site Conditions ........................................................................................................ 35 Appendix 5: LID Infeasibility ........................................................................................................................ 36 Appendix 6: BMP Design Details ................................................................................................................. 37 Appendix 7: Hydromodification .................................................................................................................. 38 Appendix 8: Source Control ........................................................................................................................ 39 Appendix 9: O&M ....................................................................................................................................... 40 Appendix 10: Educational Materials ......................................................................................................... - 6 -

- 6 -

Section A: Project and Site Information

PROJECT INFORMATION
Type of Project: Residential
Planning Area: Residential
Community Name: Moreno Valley
Development Name: Tract 37858

PROJECT LOCATION
Latitude & Longitude (DMS): 33.911114, -117.170367
Project Watershed and Sub-Watershed: Santa Ana River
Gross Acres: 6.28+/-
APN(s): 478-090-018, 024 & 025
Map Book and Page No.: Parcel Map Book 38 Page 28 & Parcel Map Book 96 Page 16

PROJECT CHARACTERISTICS
Proposed or Potential Land Use(s) R10 Residential
Proposed or Potential SIC Code(s) N/A
Area of Impervious Project Footprint (entire disturbed area) 273,370 SF Total Area of proposed Impervious Surfaces within the Project Footprint (SF)/or Replacement 198,612 SF Does the project consist of offsite road improvements? Y N Does the project propose to construct unpaved roads? Y N Is the project part of a larger common plan of development (phased project)? Y N

EXISTING SITE CHARACTERISTICS
Total area of existing Impervious Surfaces within the Project limits Footprint (SF) 64,144 sf Is the project located within any MSHCP Criteria Cell? Y N If so, identify the Cell number: N/A
Are there any natural hydrologic features on the project site? Y N Is a Geotechnical Report attached? Y N
If no Geotech. Report, list the NRCS soils type(s) present on the site (A, B, C and/or D) A What is the Water Quality Design Storm Depth for the project? 0.70 The planned development is 4.56 acres and will consist of 41 lot single-family residences, street improvements, onsite stormwater treatment areas (infiltration Basins) in the southwest corner at Bradshaw Circle and Cactus Avenue and the west of the site and Bradshaw Circle. Existing site is located in the City of Moreno Valley near the intersection of Cactus and Moreno Beach Drive. The site has been plowed and cleared of native vegetation. All onsite runoff will flow to the southwest as per the existing drainage path. Offsite improvements and runoff will be mitigated by Filterra catch basins.

A.1 Maps and Site Plans
When completing your Project-Specific WQMP, include a map of the local vicinity and existing site. In addition, include all grading, drainage, landscape/plant palette and other pertinent construction plans in Appendix 2. At a minimum, your WQMP Site Plan should include the following:
 Drainage Management Areas
 Proposed Structural BMPs
 Drainage Path
 Drainage Infrastructure, Inlets, Overflows
 Source Control BMPs
 Buildings, Roof Lines, Downspouts
 Impervious Surfaces
 Standard Labeling
 BMP Locations (Lat/Long)
- 7 -

Use your discretion on whether or not you may need to create multiple sheets or can appropriately accommodate these features on one or two sheets. Keep in mind that the Co-Permittee plan reviewer must be able to easily analyze your project utilizing this template and its associated site plans and maps.

A.1 Identify Receiving Waters
Using Table A.1 below, list in order of upstream to downstream, the receiving waters that the project site is tributary to. Continue to fill each row with the Receiving Water’s 303(d) listed impairments (if any), designated beneficial uses, and proximity, if any, to a RARE beneficial use. Include a map of the receiving waters in Appendix 1.

Table A.1 Identification of Receiving Waters
Receiving Waters EPA Approved 303(d) List
Impairments
Designated
Beneficial Uses
Proximity to
RARE
Beneficial Use
Moreno Valley Storm
Drain Line F N/A N/A N/A
Perris Valley Channel N/A N/A N/A
San Jacinto River Reach 3 N/A Intermittent (AGR, GWR, REC1, REC2, WILD), RARE 10.8 miles
Canyon Lake (Railroad
Canyon Reservoir) Nutrients MUN, AGR, GWR, REC1, REC2, COMM,

WARM, WILD
Not a RARE water
body
San Jacinto River Reach 1 N/A Intermittent (AGR, GWR, REC1, REC2, WILD), RARE 20.0 miles
Lake Elsinore DDT, Nutrients, Organic Enrichment/Low
Dissolved Oxygen, PCBs, Toxicity REC1, REC2, COMM, WARM, WILD, RARE 24.7 miles Temescal Creek Channel
Reach 6 N/A Intermittent (GWR, REC1, REC2, WARM,
WILD)
Not a RARE water
body
Temescal Creek Channel
Reach 4-5 N/A GWR, REC1, REC2, WARM, WILD, RARE 29.4 miles Lee Lake (Temescal Creek
Reach 3) N/A MUN, AGR, IND, PROC Not a RARE water
body
Temescal Creek Channel
Reach 2 N/A REC2, WARM, WILD, RARE 35.5 miles
Temescal Canyon Lake N/A N/A N/A
Temescal Creek Channel
Reach 1 N/A REC2, WARM, WILD N/A
Santa Ana River Reach 3 Copper, Indicator Bacteria, Lead AGR, GWR, REC1, REC2, WARM, WILD, RARE, SPWN 52.2 miles
Prado Basin pH REC1, REC2, WARM, WILD, RARE 53.8miles
Santa Ana River Reach 2 N/A AGR, GWR, REC1, REC2, WARM, WILD, RARE, SPWN 55.3 miles
Santa Ana River Reach 1 N/A REC1, REC2, Intermittent (WARM, WILD) Not a RARE water body
Pacific Ocean (Nearshore
Zone) N/A NAV, REC1, REC 2, COMM, WILD, RARE,
SPWN, MAR, SHEL 85.2 miles

- 8 -

A.2 Additional Permits/Approvals required for the Project:

Table A.2 Other Applicable Permits
Agency Permit Required
State Department of Fish and Game, 1602 Streambed Alteration Agreement Y N State Water Resources Control Board, Clean Water Act (CWA) Section 401 Water Quality Cert. Y N US Army Corps of Engineers, CWA Section 404 Permit Y N US Fish and Wildlife, Endangered Species Act Section 7 Biological Opinion Y N Statewide Construction General Permit Coverage Y N
Statewide Industrial General Permit Coverage Y N
Western Riverside MSHCP Consistency Approval (e.g., JPR, DBESP) Y N Other (please list in the space below as required)
City of Moreno Valley Grading permits, encroachment permits Y N If yes is answered to any of the questions above, the Co-Permittee may require proof of approval/coverage from those agencies as applicable including documentation of any associated requirements that may affect this Project-Specific WQMP.

- 9 -

Section B: Optimize Site Utilization (LID Principles)
Review of the information collected in Section ‘A’ will aid in identifying the principal constraints on site design and selection of LID BMPs as well as opportunities to reduce imperviousness and incorporate LID Principles into the site and landscape design. For example, constraints might include impermeable soils, high groundwater, groundwater pollution or contaminated soils, steep slopes, geotechnical instability, high-intensity land use, heavy pedestrian or vehicular traffic, utility locations or safety concerns.

Opportunities might include existing natural areas, low areas, oddly configured or otherwise unbuildable parcels, easements and landscape amenities including open space and buffers (which can double as locations for bioretention BMPs), and differences in elevation (which can provide hydraulic head).

Prepare a brief narrative for each of the site optimization strategies described below. This narrative will help you as you proceed with your LID design and explain your design decisions to others.

The 2010 Santa Ana MS4 Permit further requires that LID Retention BMPs (Infiltration Only or Harvest and Use) be used unless it can be shown that those BMPs are infeasible. Therefore, it is important that your narrative identify and justify if there are any constraints that would prevent the use of those categories of LID BMPs. Similarly, you should also note opportunities that exist which will be utilized during project design. Upon completion of identifying Constraints and Opportunities, include these on your WQMP Site plan in Appendix 1.

Consideration of “highest and best use” of the discharge should also be considered. For example, Lake Elsinore is evaporating faster than runoff from natural precipitation can recharge it. Requiring infiltration of 85% of runoff events for projects tributary to Lake Elsinore would only exacerbate current water quality problems associated with Pollutant concentration due to lake water evaporation. In cases where rainfall events have low potential to recharge Lake Elsinore (i.e. no hydraulic connection betwee n groundwater to Lake Elsinore, or other factors), requiring infiltration of Urban Runoff from projects is counterproductive to the overall watershed goals. Project proponents, in these cases, would be allowed to discharge Urban Runoff, provided they used equally effective filtration-based BMPs.

Site Optimization
The following questions are based upon Section 3.2 of the WQMP Guidance Document. Review of the WQMP Guidance Document will help you determine how best to optimize your site and subsequently identify opportunities and/or constraints, and document compliance.

Did you identify and preserve existing drainage patterns? If so, how? If not, why? Yes, existing drainage patterns on site drain all water from the Northeast to the Southwest at Bradshaw Circle and the intersection of Bradshaw Circle and Cactus Avenue. The proposed design uses catch basins to direct the flow into the proposed infiltration basins for treatment prior to draining into the existing storm drain line on Cactus Avenue.

Did you identify and protect existing vegetation? If so, how? If not, why? No, existing natural vegetation will not be protected. All vegetation has been previously removed, there is no existing vegetation to protect.

Did you identify and preserve natural infiltration capacity? If so, how? If not, why? Yes, natural infiltration will be used at each infiltration basin. - 10 -

Did you identify and minimize impervious area? If so, how? If not, why? No, site design will be typical for this type of development.

Did you identify and disperse runoff to adjacent pervious areas? If so, how? If not, why? Yes, roof runoff from proposed homes will flow through landscape all other flows will drain to the proposed infiltration basins before draining into the existing storm drain line on Cactus Avenue.

- 11 -

Section C: Delineate D rainage Management Areas
(DMAs)
Utilizing the procedure in Section 3.3 of the WQMP Guidance Document which discusses the methods of delineating and mapping your project site into individual DMAs, complete Table C.1 below to appropriately categorize the types of classification (e.g., Type A, Type B, etc.) per DMA for your project site. Upon completion of this table , this information will then be used to populate and tabulate the corresponding tables for their respective DMA classifications.

Table C.1 DMA Classifications
DMA Name or ID Surface Type(s)12 Area (Sq. Ft.) DMA Type D.1.1 Asphalt/Concrete 27,397 D
D.1.2 Roof 47,763 D
D.1.3 Landscaping (Pads) 25,718 D
D.1.4 Landscaping (Basin) 4,744 D
D.2.1 Asphalt/Concrete 24,414 D
D.2.2 Street 36,509 D
D.2.3 Landscaping (Pads) 19,669 D
D.2.4 Landscaping (Basin) 12,398 D
D.3.1 Concrete/Asphalt 21,099 D
D.3.2 Natural Soil 4,789 D
D.4.1 Concrete/Asphalt 27,356 D
D.4.2 Natural Soil 4,593 D
D.5.1 Concrete/Asphalt 8,808 D
D.5.2 Natural Soil 1,284 D
D.6.1 Concrete/Asphalt 5,658 D
D.6.2 Natural Soil 1,172 D
1Reference Table 2-1 in the WQMP Guidance Document to populate this column 2If multi-surface provide back-up

Table C.2 Type ‘A’, Self-Treating Areas
DMA Name or ID Area (Sq. Ft.) Stabilization Type Irrigation Type (if any)

- 12 -

Table C.3 Type ‘B’, Self-Retaining Areas
Self-Retaining Area
Type ‘C’ DMAs that are draining to the Self -Retaining
Area
DMA
Name/ ID
Post-project
surface type
Area
(square
feet)
Storm
Depth
(inches) DMA Name /
ID
[C] from Table C.4 =
Required Retention Depth
(inches)
[A] [B] [C] [D]

[𝐷] = [𝐵] +
[𝐵] ∙ [𝐶]
[𝐴]

Table C.4 Type ‘C’, Areas that Drain to Self-Retaining Areas DMA Receiving Self-Retaining DMA
DMA Name/ ID
Area
(square feet)
Post-project
surface type
Impervious
fraction
Product
DMA name /ID
Area (square
feet) Ratio
[A] [B] [C] = [A] x [B] [D] [C]/[D]

- 13 -

Table C.5 Type ‘D’, Areas Draining to BMPs
DMA Name or ID BMP Name or ID
D.1.1 Infiltration Basin 1
D.1.2 Infiltration Basin 1
D.1.3 Infiltration Basin 1
D.1.4 Infiltration Basin 1
D.2.1 Infiltration Basin 2
D.2.2 Infiltration Basin 2
D.2.3 Infiltration Basin 2
D.2.4 Infiltration Basin 2
D.3.1 Filterra 1
D.3.2 Filterra 1
D.4.1 Filterra 2
D.4.2 Filterra 2
D.5.1 Filterra 3
D.5.2 Filterra 3
D.6.1 Filterra 4
D.6.2 Filterra 4
Note: More than one drainage management ar ea can drain to a single LID BMP, however, one drainage management area may not drain to more than one BMP.

- 14 -

Section D: Implement LID BMPs
D.1 Infiltration Applicability
Is there an approved downstream ‘Highest and Best Use’ for stormwater runoff (see discussion in Chapter

2.4.4 of the WQMP Guidance Document for further details)? Y N If yes has been checked, Infiltration BMPs shall not be used for the site; proceed to section D.3 If no, continue working through this section to implement your LID BMPs. It is recommended that you contact your Co-Permittee to verify whether or not your project discharges to an approved downstream ‘Highest and Best Use’ feature.

Geotechnical Report
A Geotechnical Report or Phase I Environmental Site Assessment may be required by the Copermittee to confirm present and past site characteristics that may affect the use of Infiltration BMPs. In addition, the Co-Permittee, at their discretion, may not require a geotechnical report for small projects as described in Chapter 2 of the WQMP Guidance Document. If a geotechnical report has been prepared, include it in Appendix 3. In addition, if a Phase I Environmental Site Assessment has been prepared, include it in Appendix 4.

Is this project classified as a small project consistent with the requirements of Chapter 2 of the WQMP Guidance Document? Y N
Infiltration Feasibility
Table D.1 below is meant to provide a simple means of assessing which DMAs on your site support Infiltration BMPs and is discussed in the WQMP Guidance Document in Chapter 2.4.5. Check the appropriate box for each question and then list affected DMAs as applicable. If additional space is needed, add a row below the corresponding answer.

Table D.1 Infiltration Feasibility
Does the project site… YES NO
…have any DMAs with a seasonal high groundwater mark shallower than 10 feet? X If Yes, list affected DMAs:
…have any DMAs located within 100 feet of a water supply well? X If Yes, list affected DMAs:
…have any areas identified by the geotechnical report as posing a public safety risk where infiltration of stormwater could have a negative impact?
X
If Yes, list affected DMAs:
…have measured in-situ infiltration rates of less than 1.6 inches / hour? X If Yes, list affected DMAs:
…have significant cut and/or fill conditions that would preclude in -situ testing of infiltration rates at the final infiltration surface?
X
If Yes, list affected DMAs:
…geotechnical report identify other site-specific factors that would preclude effective and safe infiltration? X Describe here:

If you answered “Yes” to any of the questions above for any DMA, Infiltration BMPs should not be used for those DMAs and you should proceed to the assessment for Harvest and Use below.

- 15 -

D.2 Harvest and Use Assessment
Please check what applies:
☐ Reclaimed water will be used for the non-potable water demands for the project. ☐Downstream water rights may be impacted by Harvest and Use as approved by the Regional Board (verify with the Copermittee).
☒The Design Capture Volume will be addressed using Infiltration Only BMPs . In such a case, Harvest and Use BMPs are still encourage d, but it would not be required if the Design Capture Volume will be infiltrated or evapotranspired.
☐None of the above
If any of the above boxes have been checked, Harvest and Use BMPs need not be assessed for the site. If none of the above criteria applies, follow the steps below to assess the feasibility of irrigation use, toilet use and other non-potable uses (e.g., industrial use).

Irrigation Use Feasibility
Complete the following steps to determine the feasibility of harvesting stormwater runoff for Irrigation Use BMPs on your site:

Step 1: Identify the total area of irrigated landscape on the site, and the type of landscaping used.

Total Area of Irrigated Landscape: N/A
Type of Landscaping (Conservation Design or Active Turf): N/A Step 2: Identify the planned total of all impervious areas on the proposed project from which runoff might be feasibly captured and stored for irrigation use. Depending on the configuration of buildings and other impervious areas on the site, you may consider the site as a whole, or parts of the site, to evaluate reasonable scenarios for capturing and storing runoff and directing the stored runoff to the potential use(s) identified in Step 1 above.

Total Area of Impervious Surfaces: N/A
Step 3: Cross reference the Design Storm depth for the project site (see Exhibit A of the WQMP Guidance Document) with the left column of Table 2-3 in Chapter 2 to determine the minimum area of Effective Irrigated Area per Tributary Impervious Area (EIATIA).

Enter your EIATIA factor: N/A
Step 4: Multiply the unit value obtained from Step 3 by the total of impervious areas from Step 2 to develop the minimum irrigated area that would be required.

Minimum required irrigated area: N/A
Step 5: Determine if harvesting stormwater runoff for irrigation use is feasible for the project by comparing the total area of irrigated landscape (Step 1) to the minimum required irrigated area (Step 4).

Minimum required irrigated area (Step 4) Available Irrigated Landscape (Step 1)

N/A N/A

- 16 -

Toilet Use Feasibility
Complete the following steps to determine the feasibility of harvesting stormwater runoff for toilet flushing uses on your site:

Step 1: Identify the projected total number of daily toilet users during the wet season, and account for any periodic shut downs or other lapses in occupancy:

Projected Number of Daily Toilet Users: N/A
Project Type: N/A
Step 2: Identify the planned total of all impervious areas on the proposed project from which runoff might be feasibly captured and stored for toilet use. Depending on the configuration of buildings and other impervious areas on the site, you may consider the site as a whole, or parts of the site, to evaluate reasonable scenarios for capturing and storing runoff and directing the stored runoff to the potential use(s) identified in Step 1 above.

Total Area of Impervious Surfaces: N/A
Step 3: Enter the Design Storm depth for the project site (see Exhibit A) into the left column of Table 2- 2 in Chapter 2 to determine the minimum number or toilet users per tributary impervious acre (TUTIA).

Enter your TUTIA factor: N/A
Step 4: Multiply the unit value obtained from Step 3 by the total of impervious areas from Step 2 to develop the minimum number of toilet users that would be required.

Minimum number of toilet users: N/A
Step 5: Determine if harvesting stormwater runoff for toilet flushing use is feasible for the project by comparing the Number of Daily Toilet Users (Step 1) to the minimum required number of toilet users (Step 4).

Minimum required Toilet Users (Step 4) Projected number of toilet users (Step 1)

N/A N/A

Other Non-Potable Use Feasibility
Are there other non-potable uses for stormwater runoff on the site (e.g. industrial use)? See Chapter 2 of the Guidance for further information. If yes, describe below. If no, write N/A.

N/A
Step 1: Identify the projected average daily non -potable demand, in gallons per day, during the wet season and accounting for any periodic shut downs or other lapses in occupancy or operation.

Average Daily Demand: N/A
Step 2: Identify the planned total of all impervious areas on the proposed project from which runoff might be feasibly captured and stored for the identified non -potable use. Depending on the configuration of buildings and other impervious areas on the site, you may consider the site as a whole, or parts of the site, to evaluate reasonable scenarios for capturing and storing runoff and directing the stored runoff to the potential use(s) identified in Step 1 above. - 17 -

Total Area of Impervious Surfaces: N/A
Step 3: Enter the Design Storm depth for the project site (see Exhibit A) into the left column of Table 2- 4 in Chapter 2 to determine the minimum demand for non-potable uses per tributary impervious acre.

Enter the factor from Table 2-4: N/A
Step 4: Multiply the unit value obtained from Step 3 by the total of impervious areas from Step 2 to develop the minimum number of gallons per day of non-potable use that would be required.

Minimum required use: N/A
Step 5: Determine if harvesting stormwater runoff for other non-potable use is feasible for the project by comparing the projected average daily use (Step 1) to the minimum required non-potable use (Step 4).

Minimum required non-potable use (Step 4) Projected average daily use (Step 1)

N/A N/A

If Irrigation, Toilet and Other Use feasibility anticipated demands are less than the applicable minimum values, Harvest and Use BMPs are not required and you should proceed to utilize LID Bioretention and Biotreatment per Section 3.4.2 of the WQMP Guidance Document.

D.3 Bioretention and Biotreatment Assessment
Other LID Bioretention and Biotreatment BMPs as described in Chapter 2.4.7 of the WQMP Guidance Document are feasible on nearly all development sites with sufficient advance planning.

Select one of the following:
☐ LID Bioretention/Biotreatment BMPs will be used for some or all DMAs of the project as noted below in Section D.4 (note the requirements of Section 3.4.2 in the WQMP Guidance Document). ☐ A site -specific analysis demonstrating the technical infeasibility of all LID BMPs has been performed and is included in Appendix 5. If you plan to submit an analysis demonstrating the technical infeasibility of LID BMPs, request a pre -submittal meeting with the Copermittee to discuss this option. Proceed to Section E to document your alternative compliance measures.

- 18 -

D.4 Feasibility Assessment Summaries
From the Infiltration, Harvest and Use, Bioretention and Biotreatment Sections above, complete Table D.2 below to summarize which LID BMP s are technically feasible, and which are not , based upon the established hierarchy.

Table D.2 LID Prioritization Summary Matrix
DMA
Name/ID
LID BMP Hierarchy No LID
(Alternative
Compliance) 1. Infiltration 2. Harvest and use 3. Bioretention 4. Biotreatment D.1.1
D.1.2
D.1.3
D.1.4
D.2.1
D.2.2
D.2.3
D.2.4
D.3.1
D.3.2
D.4.1
D.4.2
D.5.1
D.5.2
D.6.1
D.6.2

For those DMAs where LID BMPs are not feasible, provide a brief narrative below summarizing why they are not feasible, include your technical infeasibility criteria in Appendix 5, and proceed to Section E below to document Alternative Compliance measures for those DMAs. Recall that each proposed DMA must pass through the LID BMP hierarchy before alternative compliance measures may be considered.

Per geotechnical report by Soil Exploration Co., Inc. Project No. 19251-01.

Infiltration Results in Appendix F suggest positive infiltration rates greater than 1.6 in/hr. at the location where the infiltration basins are being proposed.

- 19 -

D.5 LID BMP Sizing
Each LID BMP must be designed to ensure that the Design Capture Volume will be addressed by the selected BMPs. First, calculate the Design Capture Volume for each LID BMP using the VBMP worksheet in Appendix F of the LID BMP Design Handbook. Second, design the LID BMP to meet the required VBMP using a method approved by the Copermittee. Utilize the worksheets found in the LID BMP Design Handbook or consult with your Copermittee to assist you in correctly sizing your LID BMPs. Complete Table D.3 below to doc ument the Design Capture Volume and the Proposed Volume for each LID BMP . Provide the completed design procedure sheets for each LID BMP in Appendix 6. You may add additional rows to the table below as needed.

Table D.3 DCV Calculations for LID BMPs
DMA
Type/ID
DMA
Area
(square
feet)
Post-Project
Surface Type
Effective
Impervious
Fraction, If
DMA
Runoff
Factor
DMA
Areas x
Runoff
Factor
Infiltration Basin 1
[A] [B] [C] [A] x [C]
D.1.1 27,397 Concrete/Asphalt 1.0 0.89 24,438.10
Design
Storm
Depth
(in)
Design
Capture
Volume,
VBMP
(cubic
feet)
Proposed
Volume
on Plans
(cubic
feet)
D.1.2 47,763 Roof 1.0 0.89 42,604.60
D.1.3 25,718 Lot Landscaping 0.1 0.11 2,840.80
D.1.4 4,744 Infiltration Basin 0.1 0.11 524

105,622 70,407.50 0.70 4,107.1 4,642.5

DMA
Type/ID
DMA
Area
(square
feet)
Post-Project
Surface Type
Effective
Impervious
Fraction, If
DMA
Runoff
Factor
DMA Areas
x Runoff
Factor
Infiltration Basin 2
[A] [B] [C] [A] x [C]
D.2.1 24,414 Concrete/Asphalt 1.0 0.89 21,777.30
Design
Storm
Depth
(in)
Design
Capture
Volume,
VBMP
(cubic
feet)
Proposed
Volume
on Plans
(cubic
feet)
D.2.2 36,509 Roof 1.0 0.89 32,566.00
D.2.3 19,669 Lot Landscaping 0.1 0.11 2,172.60
D.2.4 12,398 Infiltration Basin 0.1 0.11 1,369.50

92,990 57,885.40 0.70 3,376.60 3,376.60

- 20 -

DMA
Type/ID
DMA
Area
(square
feet)
Post-Project
Surface Type
Effective
Impervious
Fraction, If
DMA
Runoff
Factor
DMA Areas
x Runoff
Factor
Filterra 1
[A] [B] [C] [A] x [C]
D.3.1 21,099 Concrete/Asphalt 1.0 0.89 18,820.3
Design
Rainfall
Intensity
(in/hr)
Design
Flow
Rate,
QBMP
(cfs)
Proposed
Flow
Rate on
Plans
(cfs)
D.3.2 4,789 Natural Soil 0.3 0.225 1,078.3

25,888 19,989.6 0.2 0.091 1.42
DMA
Type/ID
DMA
Area
(square
feet)
Post-Project
Surface Type
Effective
Impervious
Fraction, If
DMA
Runoff
Factor
DMA Areas
x Runoff
Factor
Filterra 2
[A] [B] [C] [A] x [C]
D.4.1 27,356 Concrete/Asphalt 1.0 0.89 24,401.6
Design
Rainfall
Intensity
(in/hr)
Design
Flow
Rate,
QBMP
(cfs)
Proposed
Flow
Rate on
Plans
(cfs)
D.4.2 4,593 Natural Soil 0.3 0.225 1,034.2

31,949 25,435.8 0.20 0.117 1.42
DMA
Type/ID
DMA
Area
(square
feet)
Post-Project
Surface Type
Effective
Impervious
Fraction, If
DMA
Runoff
Factor
DMA Areas
x Runoff
Factor
Filterra 3
[A] [B] [C] [A] x [C]
D.5.1 8,808 Concrete/Asphalt 1.0 0.89 7,856.7
Design
Rainfall
Intensity
(in/hr)
Design
Flow
Rate,
QBMP
(cfs)
Proposed
Flow
Rate on
Plans
(cfs)
D.5.2 1,284 Natural Soil 0.3 0.225 289.1

10,092 8145.8 0.20 0.037 1.42
DMA
Type/ID
DMA
Area
(square
feet)
Post-Project
Surface Type
Effective
Impervious
Fraction, If
DMA
Runoff
Factor
DMA
Areas x
Runoff
Factor
Filterra 4
[A] [B] [C] [A] x [C]
D.6.1 5,658 Concrete/Asphalt 1.0 0.89 5,046.9
Design
Rainfall
Intensity
(in/hr)
Design
Flow
Rate,
QBMP
(cfs)
Proposed
Flow
Rate on
Plans
(cfs)
D.6.2 1,172 Natural Soil 0.3 0.225 263.9

6,830 5,310.8 0.20 0.024 1.42

[B], [C] is obtained as described in Section 2.3.1 of the WQMP Guidance Document [E] is obtained from Exhibit A in the WQMP Guidance Document [G] is obtained from a design procedure sheet, such as in LID BMP Design Handbook and placed in Appendix 6 - 21 -

Section E: Alternative Compliance (LID Waiver Program)
LID BMPs are expected to be feasible on virtually all projects. Where LID BMPs have been demonstrated to be infeasible as documented in Section D, other Treatment Control BMPs must be used (subject to LID waiver approval by the Copermittee). Check one of the following Boxes:
☒ LID Principles and LID BMPs have been incorporated into the site design to fully address all Drainage Management Areas. No alternative compliance measure s are required for this project and thus this Section is not required to be completed.
- Or -
☐ The following Drainage Management Areas are unable to be addressed using LID BMPs. A site- specific analysis demonstrating technical infeasibility of LID BMPs has been approved by the Co - Permittee and included in Appendix 5. Additionally, no downstream regional and/or sub-regional LID BMPs exist or are available for use by the project . The following alternative compliance measures on the following pages are being implemented to ensure that any pollutant loads expected to be discharged by not incorporating LID BMPs, are fully mitigated.

E.1 Identify Pollutants of Concern
Utilizing Table A.1 from Section A above which noted your project’s receiving waters and their associated EPA approved 303(d) listed impairments, cross reference this information with that of your selected Priority Development Project Category in Table E.1 below. If the identified General Pollutant Categories are the same as those listed for your receiving waters, then t hese will be your Pollutants of Concern and the appropriate box or boxes will be checked on the last row. The purpose of this is to document compliance and to help you appropriately plan for mitigating your Pollutants of Concern in li eu of implementing LID BMPs.

Table E.1 Potential Pollutants by Land Use Type
Priority Development
Project Categories and/or
Project Features (check those
that apply)
General Pollutant Categories
Bacterial
Indicators Metals Nutrients Pesticides
Toxic
Organic
Compounds
Sediments Trash &
Debris
Oil &
Grease
Detached Residential
Development P N P P N P P P
Attached Residential
Development P N P P N P P P(2)
Commercial/Industrial
Development P(3) P P(1) P(1) P(5) P(1) P P
Automotive Repair
Shops N P N N P(4, 5) N P P
Restaurants
(>5,000 ft2) P N N N N N P P
Hillside Development
(>5,000 ft2) P N P P N P P P
- 22 -

Parking Lots
(>5,000 ft2) P(6) P P(1) P(1) P(4) P(1) P P
Retail Gasoline Outlets N P N N P N P P
Project Priority Pollutant(s)
of Concern
P = Potential
N = Not Potential
(1) A potential Pollutant if non-native landscaping exists or is proposed onsite; otherwise not expected (2) A potential Pollutant if the project includes uncovered parking areas; otherwise not expected (3) A potential Pollutant is land use involving animal waste (4) Specifically petroleum hydrocarbons
(5) Specifically solvents
(6) Bacterial indicators are routinely detected in pavement runoff

- 23 -

E.2 Stormwater Credits
Projects that cannot implement LID BMPs but nevertheless implement smart growth principles are potentially eligible for Stormwater Credits. Utilize Table 3 -8 within the WQMP Guidance Document to identify your Project Category and its associated Water Quality Credit. If not applicable, write N/A.

Table E.2 Water Quality Credits
Qualifying Project Categories Credit Percentage2

Total Credit Percentage1
1Cannot Exceed 50%
2Obtain corresponding data from Table 3-8 in the WQMP Guidance Document

E.3 Sizing Criteria
After you appropriately considered Stormwater Credits for your project, utilize Table E.3 below to appropriately size them to the DCV, or Design Flow Rate, as applicable. Please reference Chapter 3.5.2 of the WQMP Guidance Document for further information.

Table E.3 Treatment Control BMP Sizing
DMA
Type/ID
DMA
Area
(square
feet)
Post-
Project
Surface
Type
Effective
Impervious
Fraction, If
DMA
Runoff
Factor
DMA
Area x
Runoff
Factor

Enter BMP Name / Identifier Here
[A] [B] [C] [A] x [C]

Design
Storm
Depth
(in)
Minimum
Design
Capture
Volume or
Design Flow
Rate (cubic
feet or cfs)

Total Storm
Water
Credit %
Reduction

Proposed
Volume
or Flow
on Plans
(cubic
feet or
cfs)

AT =
Σ[A]
Σ= [D] [E] [F] = [D]x[E]
[G] [F] X (1-[H]) [I]
[B], [C] is obtained as described in Section 2.3.1 from the WQMP Guidance Document [E] is for Flow-Based Treatment Control BMPs [E] = .2, for Volume -Based Control Treatment BMPs, [E] obtained from Exhibit A in the WQMP Guidance Document
[G] is for Flow-Based Treatment Control BMPs [G] = 43,560, for Volume-Based Control Treatment BMPs, [G] = 12 [H] is from the Total Credit Percentage as Calculated from Table E.2 above [I] as obtained from a design procedure sheet from the BMP manufacturer and should be included in Appendix 6

- 24 -

E.4 Treatment Control BMP Selection
Treatment Control BMPs typically provide proprietary treatment mechanisms to treat potential pollutants in runoff, but do not sustain significant biological processes. Treatment Control BMPs must have a removal efficiency of a medium or high effectiveness as quantified below:
• High: equal to or greater than 80% removal efficiency • Medium: between 40% and 80% removal efficiency
Such removal efficiency documentation (e.g., studies, reports, etc.) as further discussed in Chapter 3.5.2 of the WQMP Guidance Document, must be included in Appendix 6. In addition, ensure that proposed Treatment Control BMPs are properly identified on the WQMP Site Plan in Appendix 1.

Table E.4 Treatment Control BMP Selection
Selected Treatment Control BMP
Name or ID1
Priority Pollutant (s) of
Concern to Mitigate2
Removal Efficiency
Percentage3

1 Treatment Control BMPs must not be constructed within Receiving Waters. In addition, a proposed Treatment Control BMP may be listed more than once if they possess more than one qualifying pollutant removal efficiency. 2 Cross Reference Table E.1 above to populate this column. 3 As documented in a Co-Permittee Approved Study and provided in Appendix 6.

- 25 -

Section F: Hydromodification
F.1 Hydrologic Conditions of Concern (HCOC) Analysis
Once you have determined that the LID design is adequate to address water quality requirements, you will need to assess if the proposed LID Design may still create a HCOC. Review Chapters 2 and 3 (including Figure 3 -7) of the WQM P Guidance Document to determine if your project must mitigate for Hydromodification impacts. If your project meets one of the following criteria which will be indicated by the check boxes below, you do not need to address Hydromodification at this time. However, if the project does not qualify for Exemptions 1, 2 or 3, then additional measures must be added to the design to comply with HCOC criteria. This is discussed in further detail below in Section F.2.

HCOC EXEMPTION 1: The Priority Development Project disturbs less than one acre. The Copermittee has the discretion to require a Project-Specific WQMP to address HCOCs on projects less than one acre on a case by case basis. The disturbed area calculation should include all disturbances associated with larger common plans of development.

Does the project qualify for this HCOC Exemption? Y N If Yes, HCOC criteria do not apply.

HCOC EXEMPTION 2: The volume and time of concentration 1 of storm water runoff for the post - development condition is not significantly different from the pre-development condition for a 2-year return frequency storm (a difference of 5% or less is considered insignificant ) using one of the following methods to calculate:
• Riverside County Hydrology Manual
• Technical Release 55 (TR -55): Urban Hydrology for Small Watersheds (NRCS 1986), or derivatives thereof, such as the Santa Barbara Urban Hydrograph Method • Other methods acceptable to the Co-Permittee

Does the project qualify for this HCOC Exemption? Y N If Yes, report result s in Table F.1 below and provide your substantiated hydrologic analysis in Appendix 7.

Table F.1 Hydrologic Conditions of Concern Summary
2 year – 24 hour
Pre-condition Post-condition % Difference
Flow (cubic feet per
second)

Volume (Cubic Feet)
1 Time of concentration is defined as the time after the beginning of the rainfall when all portions of the drainage basin are contributing to flow at the outlet.

- 26 -

HCOC EXEMPTION 3: All downstream conveyance channels to an adequate sump (for example, Prado Dam, Lake Elsinore, Canyon Lake, Santa Ana River, or other lake, reservoir or naturally erosion resistant feature) that will receive runoff from the project are engineered and regularly maintained to ensure design flow capacity; no sensitive stream habitat areas will be adversely affected; or are not identified on the Co-Permittees Hydromodification Susceptibility Maps.

Does the project qualify for this HCOC Exemption? Y N If Yes, HCOC criteria do not apply and note below which adequate sump applies to this HCOC qualifier:

See receiving waters exhibit in Appendix 1 for downstream conveyance to Lake Elsinore.

See Appendix 7 for HCOC Exemption Map.

F.2 HCOC Mitigation
If none of the above HCOC Exemption Criteria are applicable, HCOC criteria is considered mitigated if they meet one of the following conditions:
a. Additional LID BMPS are implemented onsite or offsite to mitigate potential erosion or habitat impacts as a result of HCOCs. This can be conducted by an evaluation of site -specific conditions utilizing accepted professional methodologies published by entities such as the California Stormwater Quality Association (CASQA), the Southern California Coastal Water Research Project (SCCRWP), or other Co-Permittee approved methodologies for site-specific HCOC analysis. b. The project is developed consistent with an approved Watershed Action Plan that addresses HCOC in Receiving Waters.
c. Mimicking the pre-development hydrograph with the post-development hydrograph, for a 2-year return frequency storm. Generally, the hydrologic conditions of concern are not significant, if the post-development hydrograph is no more than 10% greater than pre -development hydrograph.

In cases where excess volume cannot be infiltrated or captured and reused, discharge from the site must be limited to a flow rate no greater than 110% of the pre-development 2-year peak flow.

Be sure to include all pertinent documentation used in your analysis of the items a, b or c in Appendix 7.

- 27 -

Section G: Source Control BMPs
Source control BMPs include permanent, structural features that may be required in your project plans — such as roofs over and berms around trash and recycling areas — and Operational BMPs, such as regular sweeping and “housekeeping” , that must be implemented by the site’s occupant or user. The MEP standard typically requires both types of BMPs. In general, Operational BMPs cannot be substituted for a feasible and effective permanent BMP. Using the Pollutant Sources/Source Control Checklist in Appendix 8, review the following procedure to specify Source Control BMPs for your site:

1. Identify Pollutant Sources: Review Column 1 in the Pollutant Sources/Source Control Checklist. Check off the potential sources of Pollutants that apply to your site.

2. Note Locations on Project -Specific WQMP Exhibit : Note the corresponding requirements listed in Column 2 of the Pollutant Sources/Source Control Chec klist. Show the location of each Pollutant source and each permanent Source Control BMP in your Project -Specific WQMP Exhibit located in Appendix 1.

3. Prepare a Table and Narrative : Check off the corresponding requirements listed in Column 3 in the Pollutant Sources/Source Control Checklist. In the left column of Table G.1 below, list each potential source of runoff Pollutants on your site (from those that you checked in the Pollutant Sources/Source Control Checklist). In the middle column, list the corresponding permanent, Structural Source Control BMPs (from Columns 2 and 3 of the Pollutant Sources/Source Control Checklist ) used to prevent Pollutants from entering runoff. Add additional narrative in this column that explains any special features, materials or methods of construction that will be used to implement these permanent, Structural Source Control BMPs.

4. Identify Operational Source Control BMPs: To complete your table, refer once again to the Pollutant Sources/Source Control Checklist . List in the right column of your table the Operational BMPs that should be implemented as long as the anticipated activities con tinue at the site. Copermittee stormwater ordinances require that applicable Source Control BMPs be implemented; the same BMPs may also be required as a condition of a use permit or other revocable Discretionary Approval for use of the site.

- 28 -

Table G.1 Permanent and Operational Source Control Measures Potential Sources of Runoff
pollutants Permanent Structural Source Control BMPs
Operational Source Control BMPs
On-site storm drain inlets

Mark all inlets with the words “Only Rain
Down the Storm Drain” or similar. Catch
Basin Markers may be available from the
Riverside County Flood Control and
Water Conservation District, call
951.955.1200 to verify.

Maintain and periodically repaint
or replace inlet markings.

Provide stormwater 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 Stormwater Quanlity
Handbooks.

Include the following in lease
agreements:” Tennant 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.”
Landscape / Outdoor
Pesticide Use
Design landscaping to minimize
irrigation and runoff, to promote surface
infiltration where appropriate, and to
minimize the use of fertilizers and
pesticides that can contribute to
stormwater pollution.

Where landscaped areas are used to
retain or detain stormwater, specify
plants that are tolerant of 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 Appendix 10.

Provide IPM information to new
owners, lessees, and operators.

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

Plaza, side walks, and
parking lots
Sweep plazas, sidewalks, and
parking lot regularly to prevent
accumulation of litter and debris.
- 29 -

Collect debris from pressure
washing to prevent entry into
the storm drain system. Collect
wash water containing any
cleaning agent or degreaser and
discharge to the sanitary sewer
not to a storm drain.

- 30 -

Section H: Construction Plan Checklist
Populate Table H.1 below to assist the plan checker in an expeditious review of your project. The first two columns will contain information that was prepared in previous steps, while the last column will be populated with the corresponding plan sheets. This table is to be completed with the submittal of your final Project-Specific WQMP.

Table 0.1 Construction Plan Cross-reference
BMP No. or
ID
BMP Identifier and
Description
Corresponding Plan Sheet(s) BMP Location (Lat/Long)
D.1.4 Infiltration Basin 1 Tentative Tract Map Sheet 1 33.911136, -117.170744 D.2.4 Infiltration Basin 2 Tentative Tract Map Sheet 1 33.910293, -117.170705 BMP 3 Biotreatment Device 1 Tentative Tract Map Sheet 2 33.910345, -117.172876 BMP 4 Biotreatment Device 2 Tentative Tract Map Sheet 2 33.910337, -117.172998 BMP 5 Biotreatment Device 3 Tentative Tract Map Sheet 2 33.910312, -117.170779 BMP 6 Biotreatment Device 4 Tentative Tract Map Sheet 2 33.910314, -117.170920

Note that the updated table — or Construction Plan WQMP Checklist — is only a reference tool to facilitate an easy comparison of the construction plans to your Project -Specific WQMP. Co -Permittee staff can advise you regarding the process required to propose changes to the approved Project-Specific WQMP.

- 31 -

Section I: Operation, Maintenance and Funding
The Copermittee will periodically verify that Stormwater BMPs on your site are maintained and continue to operate as designed. To make this possible, your Copermittee will require that you include in Appendix 9 of this Project-Specific WQMP:

1. A means to finance and implement facility maintenance in perpetuity , including replacement cost.

2. Acceptance of responsibility for maintenance from the time the BMPs are constructed until responsibility for operation and maintenance is legally transferred. A warranty covering a period following construction may also be required.

3. An outline of general maintenance requirements for the Stormwater BMPs you have selected.

4. Figures delineating and designating pervious and impervious areas, location, and type of Stormwater BMP, and tables of pervious and impervious areas served by each facility. Geo - locating the BMPs using a coordinate system of latitude and longitude is recommended to help facilitate a future statewide database system.

5. A separate list and location of self -retaining areas or areas addressed by LID Principles that do not require specialized O&M or inspections but will require typical landscape maintenance as noted in Chapter 5, pages 85-86, in the WQMP Guidance. Include a brief description of typical landscape maintenance for these areas.

Your local Co -Permittee will also require that you prepare and submit a detailed Stormwater BMP Operation and Maintenance Plan that sets forth a maintenance schedule for each of the Stormwater BMPs built on your site. An agreement assigning responsibility for maintenance and providing for inspections and certification may also be required.

Details of these requirements and instructions for preparing a Stormwater BMP Operation and Maintenance Plan are in Chapter 5 of the WQMP Guidance Document.

Maintenance Mechanism: RC Hobbs Companies
Will the proposed BMPs be maintained by a Home Owners’ Association (HOA) or Property Owners Association (POA)?
Y N

Include your Operation and Maintenance Plan and Maintenance Mechanism in Appendix 9. Additionally, include all pertinent forms of educational materials for those personnel that will be maintaining the proposed BMPs within this Project-Specific WQMP in Appendix 10. - 30 -

Appendix 1: Maps and Site Plans
Location Map, WQMP Site Plan and Receiving Waters Map

RIVERSIDE COUNTY FLOOD

CONTROL AND WATER

CONSERVATION DISTRICT
Isohyetal Map
for the 85th Percentile
24 hour Storm Event
July 2011
Rain Gage Locations

RECEIVING WATERS EXHIBIT

PROJECT SITE

LAKE ELSINORE

PRADO BASIN

CANYON LAKE

SANTA ANA RIVER

SANTA ANA RIVER

MORENO VALLEY

SD LINE F

PERRIS VALLEY CHANNEL
SAN JACINTO RIVER REACH 3
SAN JACINTO RIVER REACH 1

LEE LAKE

TEMESCAL CREEK
REACH 3-6

TEMESCAL CREEK
REACH 2

TEMESCAL CANYON LAKE

TEMESCAL CREEK CHANNEL
REACH 1

PACIFIC OCEAN

RIVERSIDE COUNTY FLOOD

CONTROL AND WATER

CONSERVATION DISTRICT
Isohyetal Map
for the 85th Percentile
24 hour Storm Event
July 2011
Rain Gage Locations
Tr 37858- Project Site
D85=0.70
* NO OPEN TRASH RECEPTACLES NOR TRASH ENCLOSURES

ARE TO BE PROPSED ONSITE

CL
CACTUS
AVENUE

BRADSHAW CIRCLE

BRADSHAW CIRCLE

BRADSHAW CIRCLE PARCEL 4PM 8114PMB 38/28PARCEL 2PM 22460PMB 148/33-34PARCEL 1PM 22460PMB 148/33-34PARCEL 1PM 8115PMB 36/96 PARCEL 4PM 8115PMB 36/96PARCEL 1PM 11822PMB 55/84
PARCEL 2PM 11822PMB 55/84
PARCEL 1PM 11496PMB 53/35
PARCEL 2PM 11496PMB 53/35
CL
CL
CL

- 31 -

Appendix 2: Construction Plans
Grading and Drainage Plans

CL
CACTUS
AVENUE
PARCEL 3PM 8114PMB 38/28PARCEL 1PM 16636PMB 96/16PARCEL 2PM 16636PMB 96/16 LOT EPM 8114MB 38/28CLBRADSHAW CIRCLE PARCEL 3PM 17535PMB 96/57-58

ROBERT BEERS
TENTATIVE TRACT MAP NO. 37858LEGAL DESCRIPTION:

CLCACTUSAVENUEBRADSHAW CIRCLEBRADSHAW CIRCLE

BRADSHAW CIRCLE PARCEL 4PM 8114PMB 38/28PARCEL 2PM 22460PMB 148/33-34PARCEL 1PM 22460PMB 148/33-34PARCEL 1PM 8115PMB 36/96ARCEL 4PM 8115MB 36/96 PARCEL 1PM 11822PMB 55/84PARCEL 2PM 11822PMB 55/84PARCEL 1PM 11496PMB 53/35PARCEL 2PM 11496PMB 53/35CLCL CLCL LOT EPM 8114PMB 38/28CLBRADSHAW CIRCLESFRZONED R5SFRZONED R5CL LOT EPM 8114PMB 38/28CLBRADSHAW CIRCLE

CLCACTUSAVENUEBRADSHAW CIRCLEBRADSHAW CIRCLE

BRADSHAW CIRCLE PARCEL 4PM 8114PMB 38/28PARCEL 2PM 22460PMB 148/33-34PARCEL 1PM 22460PMB 148/33-34PARCEL 1PM 8115PMB 36/96ARCEL 4PM 8115MB 36/96 PARCEL 1PM 11822PMB 55/84PARCEL 2PM 11822PMB 55/84PARCEL 1PM 11496PMB 53/35PARCEL 2PM 11496PMB 53/35CLCL CL ROBERT BEERSSEE SHEET 1

PLAN VIEW

SECTION A-A

VAULT LENGTH

VAULT WIDTH
4' CURB INLETOPENING
4'-012" (4.04')INVERT TO TOP
AA

FLOWFLOW

TREE FRAME AND GRATECAST INTO TOP SLABCLEAN OUT FRAME ANDCOVER CAST INTO TOP SLAB 21" FILTERRA MEDIA LAYERPROVIDED BY CONTECH6" UNDERDRAIN STONE LAYERPROVIDED BY CONTECH 3" MULCH LAYERPROVIDED BY CONTECH

BYPASSTERRAFLUME TRAY
SDR 35 OUTLETCOUPLING CAST INTOPRECAST VAULT WALLBYPASS/UNDERDRAIN FLOWKITPROVIDED BY CONTECH4"-6" UNDERDRAIN(VARIES BY SIZE)

PLANT (NOT BY CONTECH)

TOP SLAB
PRECASTTOP SLABSTANDARD 90° NOSING(OTHER NOSING AVAILABLEUPON REQUEST) CAST-IN-PLACE GUTTERAND THROAT OPENING(BY CONTRACTOR PERLOCAL STANDARDS)#4 DOWEL BARS @ 12" O.C. BY CONTECHTO BE BENT AS NECESSARY BYCONTRACTOR PRIOR TO INSTALLATIONOF CAST-IN-PLACE GUTTER

TERRAFLUME OUTLETPROTECTION DEVICEDO NOT REMOVE - LEAVE INPLACE UNTIL SITE IS STABILIZEDAND FILTERRA IS ACTIVATEDPRECAST VAULT WALLSTANDARD CURB INLET WITH TERRAFLUMENOT TO SCALE 4" MIN.CLEARTHROATOPENING
8"TYPICAL
6" MAX. CLEARTHROAT OPENING
9"

VAULT LENGTH
VAULT WIDTH4' CURB INLETOPENING

CURB(NOT BY CONTECH)
SDR 35 COUPLINGCAST INTO PRECASTVAULT WALLBYPASS

FLOWFLOW

UNDERDRAIN
Ø2" IRRIGATIONPORT, TYP. 3 PLACESALTERNATE ORIENTATION

INTERNAL PIPE CONFIGURATION MAY VARY DEPENDING ON VAULT SIZE FTIBC CONFIGURATIONVAULT SIZE(L x W)MEDIAAREA(SF)LONG SIDEINLETDESIG. /PART NO.SHORT SIDEINLETDESIG. /PART NO.AVAILABILITYMAX.OUTLET/BYPASSPIPE DIA.MAX.BYPASSFLOW(CFS)UNDER-DRAINPIPE DIA.(PERF)TREEGRATEQTY. &SIZE4 x 416FTIBC0404FTIBC0404ALL6" SDR 351.424" SDR 35(1) 3' x 3'6 x 424FTIBC0604FTIBC0406ALL8" SDR 351.894" SDR 35(1) 3' x 3'8 x 432FTIBC0804FTIBC0408ALL(EXCEPT DE, MD, NJ, PA, VA, WV)8" SDR 351.894" SDR 35(1) 3' x 3'7.83 x 4.535FTIBC078045FTIBC045078DE, MD, NJ, PA, VA, WVONLY8" SDR 351.894" SDR 35(1) 3' x 3'6 x 636FTIBC0606FTIBC0606ALL(EXCEPT CA, TX)8" SDR 351.894" SDR 35(1) 3' x 3'8 x 648FTIBC0806FTIBC0608ALL10" SDR 352.374" SDR 35(1) 4' x 4'10 x 660FTIBC1006FTIBC0610ALL(EXCEPT CA, TX)10" SDR 352.376" SDR 35(1) 4' x 4'8 x 864FTIBC0808FTIBC0808CA, TX ONLY10" SDR 352.376" SDR 35(1) 4' x 4'12 x 672FTIBC1206FTIBC0612ALL(EXCEPT TX)10" SDR 352.376" SDR 35(2) 4' x 4'10 x 880FTIBC1008FTIBC0810CA, TX ONLY10" SDR 352.376" SDR 35(1) 4' x 4'13 x 791FTIBC1307FTIBC0713ALL(EXCEPT CA, TX)10" SDR 352.376" SDR 35(2) 4' x 4'12 x 896FTIBC1208FTIBC0812CA,TX ONLY10" SDR 352.376" SDR 35(2) 4' x 4'14 x 8112FTIBC1408N/AALL10" SDR 352.376" SDR 35(2) 4' x 4' I:\COMMON\CAD\TREATMENT\54 FILTERRA\40 STANDARD DRAWINGS\FTIBC - INTERNAL BYPASS CURB INLET\LAYOUT DETAILS\DWG\FTIBC - FILTERRA INTERNAL BYPASS CURB INLET CONFIG DTL.DWG 3/23/2023 3:32 PM www.ContechES.com
The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC or one of its affiliated companies ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any mannerwithout the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as sitework progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others. 800-338-1122 513-645-7000 513-645-7993 FAX9100 Centre Pointe Dr., Suite 400, West Chester, OH 45069® FOR PATENT INFORMATION, GO TO www.ContechES.com/IP

FILTERRA INTERNAL BYPASS CURB (FTIBC)CONFIGURATION DETAIL

- 32 -

Appendix 3: Soils Information
Geotechnical Study and Other Infiltration Testing Data

- 33 -

Appendix 4: Historical Site Conditions
Phase I Environmental Site Assessment or Other Information on Past Site Use

“Not Applicable”
- 36 -

Appendix 5: LID Infeasibility
LID Technical Infeasibility Analysis
An evaluation was conducted for Drainage Management Areas (DMA) 3, 4, 5, and 6 to assess the feasibility of implementing either an Infiltration Trench or a Bioretention Basin as Best Management Practices (BMPs) for stormwater management. These DMAs are located exclusively within the public right-of-way along Bradshaw Circle. The areas range from approximately 6,830 to 31,950 square feet, with the largest impervious surface area measuring 27,356 square feet and a corresponding design capture volume of 1,484 cubic feet.

Each DMA includes a 6-foot-wide landscaped strip, which is the only feasible location for implementing BMPs such as infiltration trenches. Using DMA 3 as a representative example, a conservative infiltration trench design would require a depth of 9 feet (8 feet of design storage plus 1 foot of pea gravel) and a minimum surface area of 356 square feet. However, due to site constraints—such as the presence of sewer cleanouts, communication vaults, electrical conduits, wall footings, and proximity to the back of the sidewalk—the trench width is limited to just 2 feet. This restriction necessitates a trench configuration of 2 feet wide by 178 feet long by 9 feet deep.

This design poses significant concerns regarding constructability, maintenance, and long-term performance. Moreover, it is not feasible to incorporate an emergency overflow system due to the absence of a nearby storm drain connection, further reducing its viability.

The Bioretention Basin alternative also presents limitations. The required surface area for bioretention is approximately 360 square feet, necessitating a minimum top width of 2 feet and a filter media depth of 3 feet. Achieving the design capture volume would require a total basin length of 180 feet. However, site conditions do not permit installation of a perforated underdrain, and spatial constraints make it impractical to accommodate the necessary dimensions.

Given these constraints, the bioretention basin is not considered a feasible solution for DMA 3. The same limitations—narrow available width, lack of drainage connectivity, and obstruction by existing infrastructure—apply equally to DMA 4, DMA 5, and DMA 6. Detailed sizing and volume requirements are provided in VBMP and Infiltration Trench Tables for Appendix 5.

Based on this comprehensive analysis, neither the Infiltration Trench nor the Bioretention Basin represents a practical BMP for the DMAs within Bradshaw Circle. Following the Low Impact Development (LID) feasibility hierarchy, the most appropriate course of action is to recommend a Biotreatment BMP as the preferred stormwater management strategy for DMA 3, DMA 4, DMA 5, and DMA 6.

3 From: Shay Mueller <[email protected]>
Sent: Wednesday, July 30, 2025 2:52:30 PM
To: Jordan Koga <[email protected]>
Cc: Robert Beers <[email protected]>; Michael Brendecke <[email protected]>; Israel Duque <[email protected]>; Hoang Nguyen <[email protected]>
Subject: Re: PEN24-0021 TTM 37858 - PWQMP - offsite Bradshaw Circle area

CAUTION: EXTERNAL SENDER.

Hi Adkan team,

I wanted to check in with you and see if you would be able to provide an update to the questions from Jordan and when we can expect a response!

Thanks,
Shay

On Thu, Jul 24, 2025 at 10:24 AM Jordan Koga <[email protected]> wrote:

Hi Bob and Michael,

1. Are you able to provide documentation where the City approved the proprietary biotreatment BMPs as the BMP to use for the off-site treatment? The proprietary biotreatment BMPs may have been approved of as a BMP to use for biotreatment, but the BMP hierarchy would still need to be followed. Since infiltration is feasible, infiltration would need to be technically demonstrated as infeasible in these street locations. Bioretention BMPs would also need to be demonstrated as infeasible. Once both are demonstrated to be infeasible, biotreatment can be proposed.

2. Please indicate that no open trash receptacles nor trash enclosures are to be proposed in your response in the Digital Plan Room. This will ensure the CASC plan reviewer is updated with this information.

3. Detailed structural design calculations shall be provided in the F-WQMP/construction phase. Since the layout was previously approved of, this will be added as a condition for P- WQMP approval while noting the design may need to change pending the review of the design calculations.

Thank you,
Jordan Koga
Stormwater Program Consultant
Public Works
City of Moreno Valley

p: 951.413.3232

|

e: [email protected]

|

w: www.moval.org

14177 Frederick St., Moreno Valley, CA , 92553

4 From: Robert Beers <[email protected]>
Sent: Thursday, July 24, 2025 9:43 AM
To: Jordan Koga <[email protected]>
Cc: Michael Brendecke <[email protected]>; Israel Duque <[email protected]>; Shay Mueller <[email protected]>; Hoang Nguyen <[email protected]> Subject: Re: PEN24-0021 TTM 37858 - PWQMP - offsite Bradshaw Circle area

Warning: External Email – Watch for Email Red Flags!
Jordan:

Regarding the three review comments:

We met with Clement Jimemez and Hoanh Nyguen in 2024 to discuss the outstanding issues for the WQMP for TTM 37858

The method of treatment for the offsite Bradshaw Circle flows on the "west loop" of Bradshaw Circle was discussed - City directed us to propose alternative method of treatment as we do not own the property at that location, so there is no basin "available" - hence the proposal for use of the proprietary BMP treatment.

We were told that was acceptable

There are no Open Trash Receptacles or trash enclosures

City previously approved the wall layout for the basins as a part of the original review process back in 2023.

We request your "re-approval" of these responses so we can finalize the resubmittal of the PWQMP

Thank you.

Robert Beers
[email protected]
(951) 317-2041
From: Jordan Koga <[email protected]>
Sent: Wednesday, July 16, 2025 3:49 PM
To: Robert Beers <[email protected]>
Cc: Michael Brendecke <[email protected]>; Israel Duque <[email protected]>; Shay Mueller 5 <[email protected]>; Hoang Nguyen <[email protected]> Subject: Re: PEN24-0021 TTM 37858 - PWQMP - offsite Bradshaw Circle area

Hi Bob,
It looks like there are 3 comments still open, see screen shot below. It looks like proprietary biotreatment devices have been proposed for the off-site street improvement areas. Did you still want to meet prior to re-submittal? I will need to check with CASC regarding their availability as they have been revieweing the PWQMP.

Thank you,
Jordan Koga
Stormwater Program Consultant
Public Works
City of Moreno Valley

p: 951.413.3232

|

e: [email protected]

|

w: www.moval.org

14177 Frederick St., Moreno Valley, CA , 92553

From: Robert Beers <[email protected]>
Sent: Wednesday, July 16, 2025 3:04 PM
To: Jordan Koga <[email protected]>
Cc: Michael Brendecke <[email protected]>; Israel Duque <[email protected]>; Shay Mueller <[email protected]>
Subject: PEN24-0021 TTM 37858 - PWQMP - offsite Bradshaw Circle area

Warning: External Email – Watch for Email Red Flags!
Jordan:

We'd like to setup a meeting to discuss the outstanding issues on the PWQMP.

To the best of my recollection, the question was the method of treatment of the two catch basins on Bradshaw Circle (West loop) connection at Cactus Avenue. 6 Please advise as to your availability to meet and discuss.

A Zoom/Teams meeting is fine for this matter.

Robert Beers
[email protected]
(951) 317-2041

--
Shay Mueller, Vice President of Project Management
Office: 714.633.8100, Direct: 714.874.6572, Cell: 714.874.6572 1428 E. Chapman Ave, Orange, CA 92866
The linked image cannot be displayed. The file may have been moved, renamed, or deleted. Verify that the link points to the correct file and location.

This e-mail contains confidential information intended only for sole use of the intended individual or entity named above. If you have received this transmission in error, you are hereby notified that any use dissemination, distribution or reproduction of this transmission is strictly prohibited. If not the intended recipient, please delete this message immediately from all drives of your computer and advise us by return e-mail of the error in transmission.

CL
CACTUS
AVENUE

BRADSHAW CIRCLE

BRADSHAW CIRCLE

BRADSHAW CIRCLE PARCEL 4PM 8114PMB 38/28
PARCEL 2PM 22460PMB 148/33-34PARCEL 1PM 22460PMB 148/33-34PARCEL 1PM 8115PMB 36/96 PARCEL 4PM 8115PMB 36/96
PARCEL 1PM 11822PMB 55/84
PARCEL 2PM 11822PMB 55/84
PARCEL 1PM 11496PMB 53/35
PARCEL 2PM 11496PMB 53/35
CL
CL
CL

Date
D85= 0.70 inches
DMA
Type/ID
DMA Area
(square feet)
Post-Project Surface
Type
Effective
Imperivous
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
Design
Storm
Depth (in)
Design Capture
Volume, VBMP
(cubic feet)
Proposed
Volume on
Plans (cubic
feet)
D.4.1 21099 Concrete or Asphalt 1 0.89 18820.3
D.4.2 4789 Ornamental
Landscaping 0.1 0.11 529
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 25888 19349.3 0.70 1128.7 1129
Notes:

Total
Drainage Management Area Tabulation
Insert additional rows if needed to accommodate all DMAs draining to the BMP BMP Identification
BMP NAME / ID INF-1
Must match Name/ID used on BMP Design Calculation Sheet Design Rainfall Depth
85th Percentile, 24-hour Rainfall Depth,
from the Isohyetal Map in Handbook Appendix E
Designed by Michael Soriano Case No LWQ20-0033
Company Project Number/Name TRACT 37858
Santa Ana Watershed - BMP Design Volume, VBMP
(Rev. 10-2011)
Legend: Required Entries
Calculated Cells
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) Company Name Adkan Engineers 8/7/2025

Date
D85= 0.70 inches
DMA
Type/ID
DMA Area
(square feet)
Post-Project Surface
Type
Effective
Imperivous
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
Design
Storm
Depth (in)
Design Capture
Volume, VBMP
(cubic feet)
Proposed
Volume on
Plans (cubic
feet)
D.4.1 27356 Concrete or Asphalt 1 0.89 24401.6
D.4.2 4128 Natural (C Soil) 0.3 0.23 929.5
D.4.3 465 Ornamental
Landscaping 0.1 0.11 51.4
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
31949 25382.5 0.70 1480.6 1484
Notes:

Total
Drainage Management Area Tabulation
Insert additional rows if needed to accommodate all DMAs draining to the BMP BMP Identification
BMP NAME / ID INF-2
Must match Name/ID used on BMP Design Calculation Sheet Design Rainfall Depth
85th Percentile, 24-hour Rainfall Depth,
from the Isohyetal Map in Handbook Appendix E
Designed by Michael Soriano Case No LWQ20-0033
Company Project Number/Name TRACT 37858
Santa Ana Watershed - BMP Design Volume, VBMP
(Rev. 10-2011)
Legend: Required Entries
Calculated Cells
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) Company Name Adkan Engineers 8/7/2025

Date
D85= 0.70 inches
DMA
Type/ID
DMA Area
(square feet)
Post-Project Surface
Type
Effective
Imperivous
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
Design
Storm
Depth (in)
Design Capture
Volume, VBMP
(cubic feet)
Proposed
Volume on
Plans (cubic
feet)
D.5.1 8808 Concrete or Asphalt 1 0.89 7856.7
D.5.2 1134 Natural (C Soil) 0.3 0.23 255.3
D.5.3 150 Ornamental
Landscaping 0.1 0.11 16.6
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
10092 8128.6 0.70 474.2 476
Notes:

Total
Drainage Management Area Tabulation
Insert additional rows if needed to accommodate all DMAs draining to the BMP BMP Identification
BMP NAME / ID INF-3
Must match Name/ID used on BMP Design Calculation Sheet Design Rainfall Depth
85th Percentile, 24-hour Rainfall Depth,
from the Isohyetal Map in Handbook Appendix E
Designed by Michael Soriano Case No LWQ20-0033
Company Project Number/Name TRACT 37858
Santa Ana Watershed - BMP Design Volume, VBMP
(Rev. 10-2011)
Legend: Required Entries
Calculated Cells
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) Company Name Adkan Engineers 8/7/2025

Date
D85= 0.70 inches
DMA
Type/ID
DMA Area
(square feet)
Post-Project Surface
Type
Effective
Imperivous
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
Design
Storm
Depth (in)
Design Capture
Volume, VBMP
(cubic feet)
Proposed
Volume on
Plans (cubic
feet)
D.6.1 5658 Concrete or Asphalt 1 0.89 5046.9
D.6.2 1042 Natural (C Soil) 0.3 0.23 234.6
D.6.3 130 Ornamental
Landscaping 0.1 0.11 14.4
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
6830 5295.9 0.70 308.9 310
Notes:

BMP Identification
Drainage Management Area Tabulation
Design Rainfall Depth
BMP NAME / ID INF-4
Must match Name/ID used on BMP Design Calculation Sheet Designed by Michael Soriano Case No LWQ20-0033
Company Project Number/Name TRACT 37858
Santa Ana Watershed - BMP Design Volume, VBMP
(Rev. 10-2011)
Legend: Required Entries
Calculated Cells
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) Company Name Adkan Engineers 8/7/2025
Total
85th Percentile, 24-hour Rainfall Depth,
from the Isohyetal Map in Handbook Appendix E
Insert additional rows if needed to accommodate all DMAs draining to the BMP

Date:

County/City Case No.:

Enter the area tributary to this feature, Max = 10 acres At= 1 acres Enter VBMP determined from Section 2.1 of this Handbook VBMP= 1,129 ft3 Enter Infiltration rate I = 1.8 in/hr
Enter Factor of Safety, FS (unitless) FS = 3
Obtain from Table 1, Appendix A: "Infiltration Testing" of this BMP Handbook n = 40 %
D1 = D1 = 9.15 ft
Enter depth to historic high groundwater mark (measured from finished grade) 20 ft Enter depth to top of bedrock or impermeable layer (measured from finished grade) 30 ft D2 is the smaller of:

D2 = 9.0 ft
DMAX is the smaller value of D1 and D2, must be less than or equal to 8 feet. DMAX = 8.0 ft Enter proposed reservoir layer depth DR, must be ≤ DMAX DR = 8.00 ft Calculate the design depth of water, dW
Design dW = (DR) x (n/100) Design d W= 3.20 ft
Minimum Surface Area, AS AS= VBMP AS = 353 ft2
dW
Proposed Design Surface Area AD = 356 ft2
Minimum Width = DR + 1 foot pea gravel ' 9.00 ft
Sediment Control Provided? (Use pulldown) Yes
Geotechnical report attached? (Use pulldown) Yes

If the trench has been designed correctly, there should be no error messages on the spreadsheet.

Design Volume
Calculate Maximium Depth of the Reservoir Layer
Calculate D1. I (in/hr) x 72 hrs
12 (in/ft) x (n /100) x FS
Depth to groundwater - 11 ft; & Depth to impermeable layer - 6 ft Trench Sizing
Company Name: Adkan Engineers 8/7/2025
Designed by: Michael Soriano LWQ20-0033
Infiltration Trench - Design ProcedureBMP ID Legend: Required Entries INF-1 Calculated Cells
Riverside County Best Management Practice Design Handbook JANUARY 2010 DRAFT PRELIMINARY DRAFT - SUBJECT TO REVISION Date:

County/City Case No.:

Enter the area tributary to this feature, Max = 10 acres At= 1 acres Enter VBMP determined from Section 2.1 of this Handbook VBMP= 1,484 ft3 Enter Infiltration rate I = 1.8 in/hr
Enter Factor of Safety, FS (unitless) FS = 3
Obtain from Table 1, Appendix A: "Infiltration Testing" of this BMP Handbook n = 40 %
D1 = D1 = 9.15 ft
Enter depth to historic high groundwater mark (measured from finished grade) 20 ft Enter depth to top of bedrock or impermeable layer (measured from finished grade) 30 ft D2 is the smaller of:

D2 = 9.0 ft
DMAX is the smaller value of D1 and D2, must be less than or equal to 8 feet. DMAX = 8.0 ft Enter proposed reservoir layer depth DR, must be ≤ DMAX DR = 8.00 ft Calculate the design depth of water, dW
Design dW = (DR) x (n/100) Design d W= 3.20 ft
Minimum Surface Area, AS AS= VBMP AS = 464 ft2
dW
Proposed Design Surface Area AD = 465 ft2
Minimum Width = DR + 1 foot pea gravel ' 9.00 ft
Sediment Control Provided? (Use pulldown) Yes
Geotechnical report attached? (Use pulldown) Yes

If the trench has been designed correctly, there should be no error messages on the spreadsheet.

Design Volume
Calculate Maximium Depth of the Reservoir Layer
Calculate D1. I (in/hr) x 72 hrs
12 (in/ft) x (n /100) x FS
Depth to groundwater - 11 ft; & Depth to impermeable layer - 6 ft Trench Sizing
Company Name: Adkan Engineers 8/7/2025
Designed by: Michael Soriano LWQ20-0033
Infiltration Trench - Design ProcedureBMP ID Legend: Required Entries INF-2 Calculated Cells
Riverside County Best Management Practice Design Handbook JANUARY 2010 DRAFT PRELIMINARY DRAFT - SUBJECT TO REVISION Date:

County/City Case No.:

Enter the area tributary to this feature, Max = 10 acres At= 0 acres Enter VBMP determined from Section 2.1 of this Handbook VBMP= 476 ft3 Enter Infiltration rate I = 1.8 in/hr
Enter Factor of Safety, FS (unitless) FS = 3
Obtain from Table 1, Appendix A: "Infiltration Testing" of this BMP Handbook n = 40 %
D1 = D1 = 9.15 ft
Enter depth to historic high groundwater mark (measured from finished grade) 20 ft Enter depth to top of bedrock or impermeable layer (measured from finished grade) 30 ft D2 is the smaller of:

D2 = 9.0 ft
DMAX is the smaller value of D1 and D2, must be less than or equal to 8 feet. DMAX = 8.0 ft Enter proposed reservoir layer depth DR, must be ≤ DMAX DR = 8.00 ft Calculate the design depth of water, dW
Design dW = (DR) x (n/100) Design d W= 3.20 ft
Minimum Surface Area, AS AS= VBMP AS = 149 ft2
dW
Proposed Design Surface Area AD = 150 ft2
Minimum Width = DR + 1 foot pea gravel ' 9.00 ft
Sediment Control Provided? (Use pulldown) Yes
Geotechnical report attached? (Use pulldown) Yes

If the trench has been designed correctly, there should be no error messages on the spreadsheet.

Design Volume
Calculate Maximium Depth of the Reservoir Layer
Calculate D1. I (in/hr) x 72 hrs
12 (in/ft) x (n /100) x FS
Depth to groundwater - 11 ft; & Depth to impermeable layer - 6 ft Trench Sizing
Company Name: Adkan Engineers 8/7/2025
Designed by: Michael Soriano LWQ20-0033
Infiltration Trench - Design ProcedureBMP ID Legend: Required Entries INF-3 Calculated Cells
Riverside County Best Management Practice Design Handbook JANUARY 2010 DRAFT PRELIMINARY DRAFT - SUBJECT TO REVISION Date:

County/City Case No.:

Enter the area tributary to this feature, Max = 10 acres At= 0 acres Enter VBMP determined from Section 2.1 of this Handbook VBMP= 310 ft3 Enter Infiltration rate I = 1.8 in/hr
Enter Factor of Safety, FS (unitless) FS = 3
Obtain from Table 1, Appendix A: "Infiltration Testing" of this BMP Handbook n = 40 %
D1 = D1 = 9.15 ft
Enter depth to historic high groundwater mark (measured from finished grade) 20 ft Enter depth to top of bedrock or impermeable layer (measured from finished grade) 30 ft D2 is the smaller of:

D2 = 9.0 ft
DMAX is the smaller value of D1 and D2, must be less than or equal to 8 feet. DMAX = 8.0 ft Enter proposed reservoir layer depth DR, must be ≤ DMAX DR = 6.00 ft Calculate the design depth of water, dW
Design dW = (DR) x (n/100) Design d W= 2.40 ft
Minimum Surface Area, AS AS= VBMP AS = 129 ft2
dW
Proposed Design Surface Area AD = 130 ft2
Minimum Width = DR + 1 foot pea gravel ' 7.00 ft
Sediment Control Provided? (Use pulldown) Yes
Geotechnical report attached? (Use pulldown) Yes
LWQ20-0033
Design Volume
If the trench has been designed correctly, there should be no error messages on the spreadsheet.

Trench Sizing
Depth to groundwater - 11 ft; & Depth to impermeable layer - 6 ft Calculate D1.
12 (in/ft) x (n /100) x FS
Required Entries
Calculated Cells
I (in/hr) x 72 hrs
8/7/2025
Calculate Maximium Depth of the Reservoir Layer
Designed by:

Adkan Engineers
Michael Soriano
Infiltration Trench - Design ProcedureBMP ID Legend:INF-4 Company Name:

Riverside County Best Management Practice Design Handbook JANUARY 2010 DRAFT PRELIMINARY DRAFT - SUBJECT TO REVISION - 35 -

Appendix 6: BMP Design Details
BMP Sizing, Design Details and other Supporting Documentation

Santa Ana Watershed
These worksheets are to be used to determine the required Design Capture Volume (VBMP)
or the
Design Flow Rate (QBMP)
for BMPs in the Santa Ana Watershed
To verify which watershed your project is located within, visit www.rcflood.org/npdes
and use the 'Locate my Watershed' tool
to access the worksheets for the Santa Ana Watershed
VBMP and QBMP worksheets
If your project is not located in the Santa Ana Watershed, www.rcflood.org/npdes/developers.aspx
Do not use these worksheets! Instead visit
To access worksheets applicable to your watershed
Use the tabs across the bottom
Date
D85= 0.70 inches
DMA
Type/ID
DMA Area
(square feet)
Post-Project Surface
Type
Effective
Imperivous
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
Design
Storm
Depth (in)
Design Capture
Volume, VBMP
(cubic feet)
Proposed
Volume on
Plans (cubic
feet)
D.1.1 27,397.00 Concrete or Asphalt 1 0.89 24438.1
D.1.2 47,763.00 Roofs 1 0.89 42604.6
D.1.3 25718 Ornamental
Landscaping 0.1 0.11 2840.8
D.1.4 4744 Ornamental
Landscaping 0.1 0.11 524
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 105622 70407.5 0.70 4107.1 4642.5
Notes:

Total
85th Percentile, 24-hour Rainfall Depth,
from the Isohyetal Map in Handbook Appendix E
Insert additional rows if needed to accommodate all DMAs draining to the BMP Santa Ana Watershed - BMP Design Volume, VBMP
(Rev. 10-2011)
Legend:

Required Entries
Calculated Cells
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook ) Company Name ADKAN ENGINEERS 11/26/2024
Designed by Luis Bucio Case No
Company Project Number/Name Tract 37858
BMP Identification
Drainage Management Area Tabulation
Design Rainfall Depth
BMP NAME / ID Infiltration Basin 1
Must match Name/ID used on BMP Design Calculation Sheet Date
D85= 0.70 inches
DMA
Type/ID
DMA Area
(square feet)
Post-Project Surface
Type
Effective
Imperivous
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
Design
Storm
Depth (in)
Design Capture
Volume, VBMP
(cubic feet)
Proposed
Volume on
Plans (cubic
feet)
D.2.1 24,414.00 Concrete or Asphalt 1 0.89 21777.3
D.2.2 36,509.00 Roofs 1 0.89 32566
D.2.3 19669 Ornamental
Landscaping 0.1 0.11 2172.6
D.2.4 12398 Ornamental
Landscaping 0.1 0.11 1369.5
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 92990 57885.4 0.70 3376.6 3376.6
Notes:

Santa Ana Watershed - BMP Design Volume, VBMP
(Rev. 10-2011)
Legend:

Required Entries
Calculated Cells
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook ) Company Name ADKAN ENGINEERS 11/26/2024
Designed by Luis Bucio Case No
Company Project Number/Name Tract 37858
BMP Identification
BMP NAME / ID Infiltration Basin 2
Must match Name/ID used on BMP Design Calculation Sheet Design Rainfall Depth
85th Percentile, 24-hour Rainfall Depth,
from the Isohyetal Map in Handbook Appendix E
Total
Drainage Management Area Tabulation
Insert additional rows if needed to accommodate all DMAs draining to the BMP Date
I = 0.20 in/hr
DMA
Type/ID
DMA Area
(square feet)
Post-Project
Surface Type
(use pull-down menu)
Effective
Imperivous
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
Design
Rainfall
Intensity
(in/hr)
Design Flow
Rate (cfs)
Proposed
Flow Rate
(cfs)
D.3.1 21099 Concrete or Asphalt 1 0.89 18820.3
D.3.2 4789 Natural (C Soil) 0.3 0.225166 1078.3
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 25888 19898.6 0.20 0.1 1.42
Notes:

Total
Drainage Management Area Tabulation
Insert additional rows if needed to accommodate all DMAs draining to the BMP DMAs
BMP Identification
BMP NAME / ID FILTERRA 1
Must match Name/ID used on BMP Design Calculation Sheet Design Rainfall Depth
Design Rainfall Intensity
Designed by Luis Bucio Case No
Company Project Number/Name TRACT 37858
Santa Ana Watershed - BMP Design Flow Rate, QBMP
(Rev. 10-2011)
Legend:

Required Entries
Calculated Cells
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook ) Company Name ADKAN ENGINEERS 11/26/2024
Qbmp =0.091 (cfs)
Date
I = 0.20 in/hr
DMA
Type/ID
DMA Area
(square feet)
Post-Project
Surface Type
(use pull-down menu)
Effective
Imperivous
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
Design
Rainfall
Intensity
(in/hr)
Design Flow
Rate (cfs)
Proposed
Flow Rate
(cfs)
D.4.1 27356 Concrete or Asphalt 1 0.89 24401.6
D.4.2 4593 Natural (C Soil) 0.3 0.225166 1034.2
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 31949 25435.8 0.20 0.1 1.42
Notes:

Total
Drainage Management Area Tabulation
Insert additional rows if needed to accommodate all DMAs draining to the BMP DMAs
BMP Identification
BMP NAME / ID FILTERRA 2
Must match Name/ID used on BMP Design Calculation Sheet Design Rainfall Depth
Design Rainfall Intensity
Designed by Luis Bucio Case No
Company Project Number/Name TRACT 37858
Santa Ana Watershed - BMP Design Flow Rate, QBMP
(Rev. 10-2011)
Legend:

Required Entries
Calculated Cells
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook ) Company Name ADKAN ENGINEERS 11/26/2024
Qbmp =0.117 (cfs)
Date
I = 0.20 in/hr
DMA
Type/ID
DMA Area
(square feet)
Post-Project
Surface Type
(use pull-down menu)
Effective
Imperivous
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
Design
Rainfall
Intensity
(in/hr)
Design Flow
Rate (cfs)
Proposed
Flow Rate
(cfs)
D.5.1 8808 Concrete or Asphalt 1 0.89 7856.7
D.5.2 1284 Natural (C Soil) 0.3 0.225166 289.1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 10092 8145.8 0.20 0 1.42
Notes:

Total
Drainage Management Area Tabulation
Insert additional rows if needed to accommodate all DMAs draining to the BMP DMAs
BMP Identification
BMP NAME / ID FILTERRA 3
Must match Name/ID used on BMP Design Calculation Sheet Design Rainfall Depth
Design Rainfall Intensity
Designed by Luis Bucio Case No
Company Project Number/Name TRACT 37858
Santa Ana Watershed - BMP Design Flow Rate, QBMP
(Rev. 10-2011)
Legend:

Required Entries
Calculated Cells
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook ) Company Name ADKAN ENGINEERS 11/26/2024
Qbmp =0.037 (cfs)
Date
I = 0.20 in/hr
DMA
Type/ID
DMA Area
(square feet)
Post-Project
Surface Type
(use pull-down menu)
Effective
Imperivous
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
Design
Rainfall
Intensity
(in/hr)
Design Flow
Rate (cfs)
Proposed
Flow Rate
(cfs)
D.6.1 5658 Concrete or Asphalt 1 0.89 5046.9
D.6.2 1172 Natural (C Soil) 0.3 0.225166 263.9
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 6830 5310.8 0.20 0 1.42
Notes:

Total
Drainage Management Area Tabulation
Insert additional rows if needed to accommodate all DMAs draining to the BMP DMAs
BMP Identification
BMP NAME / ID FILTERRA 4
Must match Name/ID used on BMP Design Calculation Sheet Design Rainfall Depth
Design Rainfall Intensity
Designed by Luis Bucio Case No
Company Project Number/Name TRACT 37858
Santa Ana Watershed - BMP Design Flow Rate, QBMP
(Rev. 10-2011)
Legend:

Required Entries
Calculated Cells
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook ) Company Name ADKAN ENGINEERS 11/26/2024
Qbmp =0.024 (cfs)
Developed Cover Types Effective Impervious Fraction
Roofs 1.00
Concrete or Asphalt 1.00
Grouted or Gapless Paving Blocks 1.00
Compacted Soil (e.g. unpaved parking) 0.40
Decomposed Granite 0.40
Permeable Paving Blocks w/ Sand Filled Gap 0.25
Class 2 Base 0.30
Gravel or Class 2 Permeable Base 0.10
Pervious Concrete / Porous Asphalt 0.10
Open and Porous Pavers 0.10
Turf block 0.10
Ornamental Landscaping 0.10
Natural (A Soil) 0.03
Natural (B Soil) 0.15
Natural (C Soil) 0.30
Natural (D Soil) 0.40
Mixed Surface Types
Effective Impervious Fraction
Use this table to determine the effective impervious fraction for the VBMP and QBMP calculation sheets Company Name: Date:

Designed by: County/City Case No.:

AT = 2.42 acres
b) Enter VBMP determined from Section 2.1 of this Handbook VBMP= 4,643 ft3 I = 3.34 in/hr
FS = 6
D1 = D1 = 3.3 ft
1 ft
e) Enter depth to historic high ground water (measured from top of basin) 20 ft 30 ft
D2 = 9.0 ft
DMAX = 3.3 ft
z = 4 :1
dB = 2 ft
AS = 2322 ft2
AD = 2,324 ft2
Volume = 23 ft3
Depth = 1 ft
Area = 23 ft2

36.0 in
Notes:
b) Proposed basin depth (excluding freeboard)
Forebay
c) Forebay surface area (minimum)
Width (W) =
b) Forebay depth (height of berm/splashwall. 1 foot min.) a) Forebay volume (minimum 0.5% VBMP)
d) Full height notch-type weir
d) Proposed Design Surface Area
c) Minimum bottom surface area of basin (AS= VBMP/dB)
Calculated Cells
Adkan Engineers 3/17/2021
Benjamin Rees
Infiltration Basin - Design Procedure
(Rev. 03-2012)
BMP ID Legend: Required Entries
Basin 1
h) DMAX is the smaller value of D1 and D2 but shall not exceed 5 feet Design Volume
a) Basin side slopes (no steeper than 4:1)
Maximum Depth
a) Infiltration rate
b) Factor of Safety (See Table 1, Appendix A: "Infiltration Testing" from this BMP Handbook)
c) Calculate D1
Basin Geometry
f) Enter depth to top of bedrock or impermeable layer (measured from top of basin) I (in/hr) x 72 hrs
12 (in/ft) x FS
Depth to groundwater - (10 ft + freeboard) and
Depth to impermeable layer - (5 ft + freeboard)
a) Tributary area (BMP subarea)

g) D2 is the smaller of:
d) Enter the depth of freeboard (at least 1 ft)
Company Name: Date:

Designed by: County/City Case No.:

AT = 2.13 acres
b) Enter VBMP determined from Section 2.1 of this Handbook VBMP= 3,376 ft3 I = 2 in/hr
FS = 3
D1 = D1 = 4.0 ft
1 ft
e) Enter depth to historic high ground water (measured from top of basin) 20 ft 30 ft
D2 = 9.0 ft
DMAX = 4.0 ft
z = 4 :1
dB = 2 ft
AS = 1688 ft2
AD = 1,690 ft2
Volume = 17 ft3
Depth = 1 ft
Area = 17 ft2

36.0 in
Required Entries
Basin 2 Calculated Cells
a) Tributary area (BMP subarea)
Infiltration Basin - Design Procedure
(Rev. 03-2012)
BMP ID Legend:

Adkan Engineers 6/4/2020
Jose Contreras
Design Volume
g) D2 is the smaller of:

Maximum Depth
a) Infiltration rate
b) Factor of Safety (See Table 1, Appendix A: "Infiltration Testing" from this BMP Handbook)
c) Calculate D1 I (in/hr) x 72 hrs
12 (in/ft) x FS
d) Enter the depth of freeboard (at least 1 ft)
f) Enter depth to top of bedrock or impermeable layer (measured from top of basin) Forebay
Depth to groundwater - (10 ft + freeboard) and
Depth to impermeable layer - (5 ft + freeboard)
h) D
MAX is the smaller value of D1 and D2 but shall not exceed 5 feet Basin Geometry
a) Basin side slopes (no steeper than 4:1)
b) Proposed basin depth (excluding freeboard)
c) Minimum bottom surface area of basin (AS= VBMP/dB)
d) Proposed Design Surface Area
a) Forebay volume (minimum 0.5% VBMP)
b) Forebay depth (height of berm/splashwall. 1 foot min.) c) Forebay surface area (minimum)
d) Full height notch-type weir
Width (W) =
- 36 -

Appendix 7: Hydromodification
Supporting Detail Relating to Hydrologic Conditions of Concern

Service Layer Credits: Sources: Esri, HERE,
DeLorme, TomTom, Intermap, increment P
Corp., GEBCO, USGS, FAO, NPS, NRCAN,
GeoBase, IGN, Kadaster NL, Ordnance
Survey, Esri Japan, METI, Esri China (Hong
Kong), swisstopo, MapmyIndia, ©
OpenStreetMap contributors, and the GIS
User Community

RIVERSIDE

MENIFEE
CORONA
PERRIS
HEMET

MORENO VALLEY
JURUPA
VALLEY
LAKE

ELSINORE

BEAUMONT

BANNING

SAN JACINTO
NORCO

CALIMESA

EASTVALE

DESERT HOT SPRINGS
CANYON
LAKE
Map 2
HCOC Applicability Map
SAR Permittees
Legend
County Boundary
SAR Permit Boundary
Hydromodification Requirements
Mitigation Not Required
Mitigation May Be Required
Storm Drain / Watercourse Susceptibility Type
Not Susceptible
Potentially Susceptible
Santa Ana River
±
0 5 102.5
Miles
Updated February 2017

PROJECT SITE

SITE

Preliminary Drainage Report

Wednesday, April 15, 2020

INTRODUCTION

The following report and calculations were prepared to analyze the 2, 10 & 100-year storm runoff from the development of the TTM 37858 at the northeast corner of Bradshaw Circle and Cactus Avenue in the City of Moreno Valley, Ca. Two infiltration basins are proposed for both mitigation of increased runoff from the site and for onsite BMPs for treatment of site runoff.

SITE BACKGROUND

The proposed project is located on the north side of Cactus Avenue with Bradshaw Circle on the west side of the property. The property is vacant and undeveloped and slopes from east to west.

There is a large undeveloped parcel adjacent to the property on the east property line that drains to swale along the east property line and conveys that offsite drainage to Cactus Avenue at the southeast corner of the property. There are single family residential properties immediately adjacent to the site along the north property line.

The soil type for the area is Type B per Plate C-1.17 “Hydrologic Soils Group Map for Sunnymead” from the Riverside County Hydrology Manual.

METHODOLOGY

Subareas were determined based on the proposed grading of the site. A link-node model was created for each subarea, with flow path length and elevations shown for the upstream and downstream nodes for the subarea. Peak flowrates were determined for each subarea using the CivilDesign Corporation “RIV” rational method hydrology software. The results of those calculations are shown on the site hydrology map included with this report. Separate maps for the existing and developed condition are included with this report.

ANALYSES/DISCUSSION

Rational method hydrology calculations have been prepared for 2, 10 & 100-year existing and proposed condition for the project site. In the existing condition site drainage sheet flows across the property to the west towards Bradshaw Circle. There is a high point at the knuckle of Bradshaw Circle with a portion of the site drainage (Area 1) flowing southerly to Cactus Avenue where it is collected by a series of catch basins along the Cactus Avenue and placed into an offsite storm drain in the existing condition. Area 2 flows go offsite along Bradshaw Circle to the west and thence out to Cactus Avenue where the flows are collected by a series of catch basins along Cactus Avenue.

In the developed condition, the site has been designed to maintain the drainage area flow split with flows being routed through two onsite water quality infiltration basins. The infiltration basins will be located in the proposed landscape area onsite adjacent to Bradshaw Circle street right-of-way and will discharge to Bradshaw Circle.

The drainage areas and peak 2, 10 & 100-year discharges are summarized below:

Rational Method Calculations
Existing Condition
Description Area (Ac.)
2-year discharge
(cfs)
10-year
discharge (cfs)
100-year
discharge (cfs) Tc mim.

Area 1 2.93 1.62 3.48 5.90 15.27
Area 2 2.01 1.18 2.51 4.24 14.00

Proposed Condition
Description Area (Ac.)
2-year discharge
(cfs)
10-year
discharge (cfs)
100-year
discharge (cfs) Tc mim.

Area 1 2.13 1.84 3.08 4.91 11.92
Area 2 0.77 0.84 1.42 2.23 7.66
Area 3 1.68 1.46 2.44 3.89 11.85
2 & 3 2.45 6.60 12.28 21.60 13.85

PROPOSED PROJECT BMP’s

Based on soil infiltration test results we have selected an infiltration basin onsite as the method for treatment of onsite flows. The details of the proposed infiltration basin system are described in detail in the Preliminary Water Quality Management Plan prepared for this project.

CONCLUSION

Based on the calculations and proposed improvements, onsite flows can be conveyed to suitable points of disposal, and the proposed site development will not impact offsite properties.

Appendix A
Existing Condition Rational Method Calculations

2-year
10-year
100-year
ttm37858ex2a
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 04/15/20
File:ttm37858ex2a.out
------------------------------------------------------------------------ TTM 37858 EXISTING CONDITION
2-year flow rates - Area 1
RMB

------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6288
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 2.00 Antecedent Moisture Condition = 1 Standard intensity-duration curves data (Plate D-4.1)
For the [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(In/Hr)
100 year storm 10 minute intensity = 2.940(In/Hr)
100 year storm 60 minute intensity = 1.200(In/Hr)
Storm event year = 2.0
Calculated rainfall intensity data:
1 hour intensity = 0.554(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION ****

ttm37858ex2a
______________________________________________________________________ Initial area flow distance = 604.000(Ft.)
Top (of initial area) elevation = 67.400(Ft.)
Bottom (of initial area) elevation = 56.300(Ft.)
Difference in elevation = 11.100(Ft.)
Slope = 0.01838 s(percent)= 1.84
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 15.270 min.

Rainfall intensity = 1.099(In/Hr) for a 2.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.503
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 1) = 60.60
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 1.620(CFS)
Total initial stream area = 2.930(Ac.)
Pervious area fraction = 1.000
End of computations, total study area = 2.93 (Ac.) The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 1.000
Area averaged RI index number = 78.0

ttm37858ex2b
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 04/15/20
File:ttm37858ex2b.out
------------------------------------------------------------------------ TTM 37858 EXISTING CONDITION
2-year flow rates Area 2
RMB

------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6288
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 2.00 Antecedent Moisture Condition = 1 Standard intensity-duration curves data (Plate D-4.1)
For the [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(In/Hr)
100 year storm 10 minute intensity = 2.940(In/Hr)
100 year storm 60 minute intensity = 1.200(In/Hr)
Storm event year = 2.0
Calculated rainfall intensity data:
1 hour intensity = 0.554(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION ****

ttm37858ex2b
______________________________________________________________________ Initial area flow distance = 516.000(Ft.)
Top (of initial area) elevation = 69.200(Ft.)
Bottom (of initial area) elevation = 58.500(Ft.)
Difference in elevation = 10.700(Ft.)
Slope = 0.02074 s(percent)= 2.07
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 13.996 min.

Rainfall intensity = 1.148(In/Hr) for a 2.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.513
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 1) = 60.60
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 1.183(CFS)
Total initial stream area = 2.010(Ac.)
Pervious area fraction = 1.000
End of computations, total study area = 2.01 (Ac.) The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 1.000
Area averaged RI index number = 78.0

ttm37858ex10a
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 04/15/20
File:ttm37858ex10a.out
------------------------------------------------------------------------ TTM 37858 EXISTING CONDITION
10-YEAR FLOW RATES - AREA 1
RMB

------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6288
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1)
For the [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(In/Hr)
100 year storm 10 minute intensity = 2.940(In/Hr)
100 year storm 60 minute intensity = 1.200(In/Hr)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.820(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION ****

ttm37858ex10a
______________________________________________________________________ Initial area flow distance = 604.000(Ft.)
Top (of initial area) elevation = 67.400(Ft.)
Bottom (of initial area) elevation = 56.300(Ft.)
Difference in elevation = 11.100(Ft.)
Slope = 0.01838 s(percent)= 1.84
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 15.270 min.

Rainfall intensity = 1.625(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.731
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 78.00
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 3.481(CFS)
Total initial stream area = 2.930(Ac.)
Pervious area fraction = 1.000
End of computations, total study area = 2.93 (Ac.) The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 1.000
Area averaged RI index number = 78.0

ttm37858ex10b
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 04/15/20
File:ttm37858ex10b.out
------------------------------------------------------------------------ TTM 37858 EXISTING CONDITION
10-YEAR FLOW RATES - AREA 2
RMB

------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6288
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1)
For the [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(In/Hr)
100 year storm 10 minute intensity = 2.940(In/Hr)
100 year storm 60 minute intensity = 1.200(In/Hr)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.820(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION ****

ttm37858ex10b
______________________________________________________________________ Initial area flow distance = 516.000(Ft.)
Top (of initial area) elevation = 69.200(Ft.)
Bottom (of initial area) elevation = 58.500(Ft.)
Difference in elevation = 10.700(Ft.)
Slope = 0.02074 s(percent)= 2.07
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 13.996 min.

Rainfall intensity = 1.698(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.737
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 78.00
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 2.514(CFS)
Total initial stream area = 2.010(Ac.)
Pervious area fraction = 1.000
End of computations, total study area = 2.01 (Ac.) The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 1.000
Area averaged RI index number = 78.0

ttm37858ex100a
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 04/15/20
File:ttm37858ex100a.out
------------------------------------------------------------------------ TTM 37858 EXISTING CONDTION
100-YEAR FLOW RATES - AREA 1
RMB

------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6288
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3 Standard intensity-duration curves data (Plate D-4.1)
For the [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(In/Hr)
100 year storm 10 minute intensity = 2.940(In/Hr)
100 year storm 60 minute intensity = 1.200(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.200(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION ****

ttm37858ex100a
______________________________________________________________________ Initial area flow distance = 604.000(Ft.)
Top (of initial area) elevation = 67.400(Ft.)
Bottom (of initial area) elevation = 56.300(Ft.)
Difference in elevation = 11.100(Ft.)
Slope = 0.01838 s(percent)= 1.84
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 15.270 min.

Rainfall intensity = 2.379(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.846
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 89.80
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 5.897(CFS)
Total initial stream area = 2.930(Ac.)
Pervious area fraction = 1.000
End of computations, total study area = 2.93 (Ac.) The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 1.000
Area averaged RI index number = 78.0

ttm37858ex100b
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 04/15/20
File:ttm37858ex100b.out
------------------------------------------------------------------------ TTM 37858 EXISTING CONDTION
100-YEAR FLOW RATES - AREA 2
RMB

------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6288
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3 Standard intensity-duration curves data (Plate D-4.1)
For the [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(In/Hr)
100 year storm 10 minute intensity = 2.940(In/Hr)
100 year storm 60 minute intensity = 1.200(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.200(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION ****

ttm37858ex100b
______________________________________________________________________ Initial area flow distance = 516.000(Ft.)
Top (of initial area) elevation = 69.200(Ft.)
Bottom (of initial area) elevation = 58.500(Ft.)
Difference in elevation = 10.700(Ft.)
Slope = 0.02074 s(percent)= 2.07
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 13.996 min.

Rainfall intensity = 2.485(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.848
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 89.80
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 4.236(CFS)
Total initial stream area = 2.010(Ac.)
Pervious area fraction = 1.000
End of computations, total study area = 2.01 (Ac.) The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 1.000
Area averaged RI index number = 78.0

Appendix B
Proposed Condition Rational Method Calculations

2-year
10-year
100-year

TTM37858dev2a
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 03/28/20
File:TTM37858dev2a.out
------------------------------------------------------------------------ TTM 37858 - Drainage Area A
Developed Condition - 2 year flow rates
RMB

------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6288
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 2.00 Antecedent Moisture Condition = 1 Standard intensity-duration curves data (Plate D-4.1)
For the [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(In/Hr)
100 year storm 10 minute intensity = 2.940(In/Hr)
100 year storm 60 minute intensity = 1.200(In/Hr)
Storm event year = 2.0
Calculated rainfall intensity data:
1 hour intensity = 0.554(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION ****

TTM37858dev2a
______________________________________________________________________ Initial area flow distance = 636.000(Ft.)
Top (of initial area) elevation = 64.500(Ft.)
Bottom (of initial area) elevation = 57.100(Ft.)
Difference in elevation = 7.400(Ft.)
Slope = 0.01164 s(percent)= 1.16
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.924 min.

Rainfall intensity = 1.244(In/Hr) for a 2.0 year storm CONDOMINIUM subarea type
Runoff Coefficient = 0.693
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 1) = 36.00
Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 1.840(CFS)
Total initial stream area = 2.134(Ac.)
Pervious area fraction = 0.350
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 53.500(Ft.)
Downstream point/station elevation = 53.000(Ft.)
Pipe length = 9.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.840(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 1.840(CFS)
Normal flow depth in pipe = 3.32(In.)
Flow top width inside pipe = 13.97(In.)
Critical Depth = 6.12(In.)
Pipe flow velocity = 8.21(Ft/s)
Travel time through pipe = 0.02 min.

Time of concentration (TC) = 11.94 min.

End of computations, total study area = 2.13 (Ac.) The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.350
Area averaged RI index number = 56.0

TTM37858dev2b
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 03/28/20
File:TTM37858dev2b.out
------------------------------------------------------------------------ TTM 37858 - Drainage Area B
Developed Condition - 2 year flow rates
RMB

------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6288
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 2.00 Antecedent Moisture Condition = 1 Standard intensity-duration curves data (Plate D-4.1)
For the [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(In/Hr)
100 year storm 10 minute intensity = 2.940(In/Hr)
100 year storm 60 minute intensity = 1.200(In/Hr)
Storm event year = 2.0
Calculated rainfall intensity data:
1 hour intensity = 0.554(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION ****

TTM37858dev2b
______________________________________________________________________ Initial area flow distance = 250.000(Ft.)
Top (of initial area) elevation = 62.900(Ft.)
Bottom (of initial area) elevation = 58.800(Ft.)
Difference in elevation = 4.100(Ft.)
Slope = 0.01640 s(percent)= 1.64
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.663 min.

Rainfall intensity = 1.551(In/Hr) for a 2.0 year storm CONDOMINIUM subarea type
Runoff Coefficient = 0.710
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 1) = 36.00
Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 0.848(CFS)
Total initial stream area = 0.770(Ac.)
Pervious area fraction = 0.350
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 55.800(Ft.)
Downstream point/station elevation = 55.000(Ft.)
Pipe length = 67.50(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.848(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 0.848(CFS)
Normal flow depth in pipe = 3.32(In.)
Flow top width inside pipe = 13.96(In.)
Critical Depth = 4.11(In.)
Pipe flow velocity = 3.79(Ft/s)
Travel time through pipe = 0.30 min.

Time of concentration (TC) = 7.96 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 0.770(Ac.)
Runoff from this stream = 0.848(CFS)

TTM37858dev2b
Time of concentration = 7.96 min.

Rainfall intensity = 1.522(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 580.000(Ft.)
Top (of initial area) elevation = 64.500(Ft.)
Bottom (of initial area) elevation = 58.700(Ft.)
Difference in elevation = 5.800(Ft.)
Slope = 0.01000 s(percent)= 1.00
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.846 min.

Rainfall intensity = 1.248(In/Hr) for a 2.0 year storm CONDOMINIUM subarea type
Runoff Coefficient = 0.694
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 1) = 36.00
Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 1.458(CFS)
Total initial stream area = 1.685(Ac.)
Pervious area fraction = 0.350
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 55.700(Ft.)
Downstream point/station elevation = 55.000(Ft.)
Pipe length = 43.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.458(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 1.458(CFS)
Normal flow depth in pipe = 4.01(In.)
Flow top width inside pipe = 14.98(In.)
Critical Depth = 5.43(In.)
Pipe flow velocity = 4.97(Ft/s)
Travel time through pipe = 0.14 min.

Time of concentration (TC) = 11.99 min.

TTM37858dev2b
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 1.685(Ac.)
Runoff from this stream = 1.458(CFS)
Time of concentration = 11.99 min.

Rainfall intensity = 1.240(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)
1 0.848 7.96 1.522
2 1.458 11.99 1.240
Largest stream flow has longer time of concentration
Qp = 1.458 + sum of
Qb Ia/Ib

0.848 * 0.815 = 0.691
Qp = 2.149
Total of 2 main streams to confluence:

Flow rates before confluence point:

0.848 1.458
Area of streams before confluence:

0.770 1.685
Results of confluence:

Total flow rate = 2.149(CFS)
Time of concentration = 11.990 min.

Effective stream area after confluence = 2.455(Ac.) End of computations, total study area = 2.46 (Ac.) The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.350
Area averaged RI index number = 56.0

TTM37893dev10
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 03/28/20
File:TTM37893dev10.out
------------------------------------------------------------------------ TTM 37893 - Mission & Agate
Developed Condition - 10 year flow rates
Including offsite area - mini warehouse storage
RMB
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6288
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1)
For the [ Mira Loma ] area used.
10 year storm 10 minute intensity = 1.960(In/Hr)
10 year storm 60 minute intensity = 0.760(In/Hr)
100 year storm 10 minute intensity = 3.100(In/Hr)
100 year storm 60 minute intensity = 1.200(In/Hr)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.760(In/Hr)
Slope of intensity duration curve = 0.5300
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________

TTM37893dev10
Initial area flow distance = 928.000(Ft.)
Top (of initial area) elevation = 102.700(Ft.)
Bottom (of initial area) elevation = 85.000(Ft.)
Difference in elevation = 17.700(Ft.)
Slope = 0.01907 s(percent)= 1.91
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 13.243 min.

Rainfall intensity = 1.693(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.728
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.920(CFS)
Total initial stream area = 2.370(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.500 to Point/Station 201.500 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 79.500(Ft.)
Downstream point/station elevation = 79.200(Ft.)
Pipe length = 36.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.920(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 2.920(CFS)
Normal flow depth in pipe = 6.81(In.)
Flow top width inside pipe = 17.46(In.)
Critical Depth = 7.79(In.)
Pipe flow velocity = 4.76(Ft/s)
Travel time through pipe = 0.13 min.

Time of concentration (TC) = 13.37 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.500 to Point/Station 201.500 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 2.370(Ac.)
Runoff from this stream = 2.920(CFS)
Time of concentration = 13.37 min.

TTM37893dev10
Rainfall intensity = 1.684(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 957.000(Ft.)
Top (of initial area) elevation = 103.000(Ft.)
Bottom (of initial area) elevation = 85.000(Ft.)
Difference in elevation = 18.000(Ft.)
Slope = 0.01881 s(percent)= 1.88
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 13.445 min.

Rainfall intensity = 1.679(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.727
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.565(CFS)
Total initial stream area = 2.920(Ac.)
Pervious area fraction = 0.500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 201.500 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 2.920(Ac.)
Runoff from this stream = 3.565(CFS)
Time of concentration = 13.44 min.

Rainfall intensity = 1.679(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)
1 2.920 13.37 1.684
2 3.565 13.44 1.679
Largest stream flow has longer time of concentration

TTM37893dev10
Qp = 3.565 + sum of
Qb Ia/Ib

2.920 * 0.997 = 2.912
Qp = 6.477
Total of 2 main streams to confluence:

Flow rates before confluence point:

2.920 3.565
Area of streams before confluence:

2.370 2.920
Results of confluence:

Total flow rate = 6.477(CFS)
Time of concentration = 13.445 min.

Effective stream area after confluence = 5.290(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 201.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 5.290(Ac.)
Runoff from this stream = 6.477(CFS)
Time of concentration = 13.44 min.

Rainfall intensity = 1.679(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 300.000 to Point/Station 301.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 807.000(Ft.)
Top (of initial area) elevation = 113.300(Ft.)
Bottom (of initial area) elevation = 98.100(Ft.)
Difference in elevation = 15.200(Ft.)
Slope = 0.01884 s(percent)= 1.88
TC = k(0.300)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.658 min.

Rainfall intensity = 2.001(In/Hr) for a 10.0 year storm COMMERCIAL subarea type
Runoff Coefficient = 0.869
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00

TTM37893dev10
Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 6.660(CFS)
Total initial stream area = 3.830(Ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 98.100(Ft.)
Downstream point/station elevation = 79.500(Ft.)
Pipe length = 957.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.660(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 6.660(CFS)
Normal flow depth in pipe = 7.49(In.)
Flow top width inside pipe = 22.24(In.)
Critical Depth = 10.97(In.)
Pipe flow velocity = 7.96(Ft/s)
Travel time through pipe = 2.00 min.

Time of concentration (TC) = 11.66 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 201.000 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 3.830(Ac.)
Runoff from this stream = 6.660(CFS)
Time of concentration = 11.66 min.

Rainfall intensity = 1.811(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)
1 6.477 13.44 1.679
2 6.660 11.66 1.811
Largest stream flow has longer or shorter time of concentration Qp = 6.660 + sum of
Qa Tb/Ta

6.477 * 0.867 = 5.618
Qp = 12.278
Total of 2 streams to confluence:

TTM37893dev10
Flow rates before confluence point:

6.477 6.660
Area of streams before confluence:

5.290 3.830
Results of confluence:

Total flow rate = 12.278(CFS)
Time of concentration = 11.661 min.

Effective stream area after confluence = 9.120(Ac.) End of computations, total study area = 9.12 (Ac.) The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.332
Area averaged RI index number = 56.0

TTM37858dev10B
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 02/16/20
File:TTM37858dev10B.out
------------------------------------------------------------------------ TTM 37858 - Drainage Area B
Developed Condition - 10 year flow rates
RMB

------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6288
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1)
For the [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(In/Hr)
100 year storm 10 minute intensity = 2.940(In/Hr)
100 year storm 60 minute intensity = 1.200(In/Hr)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 0.820(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION ****

TTM37858dev10B
______________________________________________________________________ Initial area flow distance = 250.000(Ft.)
Top (of initial area) elevation = 62.900(Ft.)
Bottom (of initial area) elevation = 58.800(Ft.)
Difference in elevation = 4.100(Ft.)
Slope = 0.01640 s(percent)= 1.64
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.663 min.

Rainfall intensity = 2.294(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type
Runoff Coefficient = 0.801
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 1.416(CFS)
Total initial stream area = 0.770(Ac.)
Pervious area fraction = 0.350
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 55.800(Ft.)
Downstream point/station elevation = 55.000(Ft.)
Pipe length = 67.50(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.416(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 1.416(CFS)
Normal flow depth in pipe = 4.28(In.)
Flow top width inside pipe = 15.32(In.)
Critical Depth = 5.34(In.)
Pipe flow velocity = 4.40(Ft/s)
Travel time through pipe = 0.26 min.

Time of concentration (TC) = 7.92 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 0.770(Ac.)
Runoff from this stream = 1.416(CFS)

TTM37858dev10B
Time of concentration = 7.92 min.

Rainfall intensity = 2.257(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 580.000(Ft.)
Top (of initial area) elevation = 64.500(Ft.)
Bottom (of initial area) elevation = 58.700(Ft.)
Difference in elevation = 5.800(Ft.)
Slope = 0.01000 s(percent)= 1.00
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.846 min.

Rainfall intensity = 1.845(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type
Runoff Coefficient = 0.786
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 56.00
Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 2.444(CFS)
Total initial stream area = 1.685(Ac.)
Pervious area fraction = 0.350
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 55.700(Ft.)
Downstream point/station elevation = 55.000(Ft.)
Pipe length = 43.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.444(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 2.444(CFS)
Normal flow depth in pipe = 5.20(In.)
Flow top width inside pipe = 16.32(In.)
Critical Depth = 7.10(In.)
Pipe flow velocity = 5.77(Ft/s)
Travel time through pipe = 0.12 min.

Time of concentration (TC) = 11.97 min.

TTM37858dev10B
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 1.685(Ac.)
Runoff from this stream = 2.444(CFS)
Time of concentration = 11.97 min.

Rainfall intensity = 1.836(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)
1 1.416 7.92 2.257
2 2.444 11.97 1.836
Largest stream flow has longer time of concentration
Qp = 2.444 + sum of
Qb Ia/Ib

1.416 * 0.813 = 1.151
Qp = 3.595
Total of 2 main streams to confluence:

Flow rates before confluence point:

1.416 2.444
Area of streams before confluence:

0.770 1.685
Results of confluence:

Total flow rate = 3.595(CFS)
Time of concentration = 11.970 min.

Effective stream area after confluence = 2.455(Ac.) End of computations, total study area = 2.46 (Ac.) The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.350
Area averaged RI index number = 56.0

ttm37858dev100
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 02/16/20
File:ttm37858dev100.out
------------------------------------------------------------------------ TTM 37858 Drainage Area A
Developed Condition - 100-year flow rates
RMB

------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6288
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3 Standard intensity-duration curves data (Plate D-4.1)
For the [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(In/Hr)
100 year storm 10 minute intensity = 2.940(In/Hr)
100 year storm 60 minute intensity = 1.200(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.200(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION ****

ttm37858dev100
______________________________________________________________________ Initial area flow distance = 636.000(Ft.)
Top (of initial area) elevation = 64.500(Ft.)
Bottom (of initial area) elevation = 57.100(Ft.)
Difference in elevation = 7.400(Ft.)
Slope = 0.01164 s(percent)= 1.16
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.924 min.

Rainfall intensity = 2.692(In/Hr) for a 100.0 year storm CONDOMINIUM subarea type
Runoff Coefficient = 0.855
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 74.80
Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 4.911(CFS)
Total initial stream area = 2.134(Ac.)
Pervious area fraction = 0.350
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 53.500(Ft.)
Downstream point/station elevation = 53.000(Ft.)
Pipe length = 9.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.911(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 4.911(CFS)
Normal flow depth in pipe = 5.44(In.)
Flow top width inside pipe = 16.53(In.)
Critical Depth = 10.22(In.)
Pipe flow velocity = 10.92(Ft/s)
Travel time through pipe = 0.01 min.

Time of concentration (TC) = 11.94 min.

End of computations, total study area = 2.13 (Ac.) The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.350
Area averaged RI index number = 56.0

TTM37858dev100B
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0 Rational Hydrology Study Date: 02/16/20
File:TTM37858dev100B.out
------------------------------------------------------------------------ TTM 37858 Drainage Areas B & C
Developed Condition - 100-year flow rates
RMB

------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6288
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3 Standard intensity-duration curves data (Plate D-4.1)
For the [ Sunnymead-Moreno ] area used.
10 year storm 10 minute intensity = 2.010(In/Hr)
10 year storm 60 minute intensity = 0.820(In/Hr)
100 year storm 10 minute intensity = 2.940(In/Hr)
100 year storm 60 minute intensity = 1.200(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.200(In/Hr)
Slope of intensity duration curve = 0.5000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION ****

TTM37858dev100B
______________________________________________________________________ Initial area flow distance = 250.000(Ft.)
Top (of initial area) elevation = 62.900(Ft.)
Bottom (of initial area) elevation = 58.800(Ft.)
Difference in elevation = 4.100(Ft.)
Slope = 0.01640 s(percent)= 1.64
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.663 min.

Rainfall intensity = 3.358(In/Hr) for a 100.0 year storm CONDOMINIUM subarea type
Runoff Coefficient = 0.863
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 74.80
Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 2.231(CFS)
Total initial stream area = 0.770(Ac.)
Pervious area fraction = 0.350
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 55.800(Ft.)
Downstream point/station elevation = 55.000(Ft.)
Pipe length = 67.50(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.231(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 2.231(CFS)
Normal flow depth in pipe = 5.39(In.)
Flow top width inside pipe = 16.49(In.)
Critical Depth = 6.76(In.)
Pipe flow velocity = 5.02(Ft/s)
Travel time through pipe = 0.22 min.

Time of concentration (TC) = 7.89 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 0.770(Ac.)
Runoff from this stream = 2.231(CFS)

TTM37858dev100B
Time of concentration = 7.89 min.

Rainfall intensity = 3.310(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 580.000(Ft.)
Top (of initial area) elevation = 64.500(Ft.)
Bottom (of initial area) elevation = 58.700(Ft.)
Difference in elevation = 5.800(Ft.)
Slope = 0.01000 s(percent)= 1.00
TC = k(0.370)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.846 min.

Rainfall intensity = 2.701(In/Hr) for a 100.0 year storm CONDOMINIUM subarea type
Runoff Coefficient = 0.855
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 74.80
Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 3.891(CFS)
Total initial stream area = 1.685(Ac.)
Pervious area fraction = 0.350
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 55.700(Ft.)
Downstream point/station elevation = 55.000(Ft.)
Pipe length = 43.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.891(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 3.891(CFS)
Normal flow depth in pipe = 6.64(In.)
Flow top width inside pipe = 17.37(In.)
Critical Depth = 9.04(In.)
Pipe flow velocity = 6.57(Ft/s)
Travel time through pipe = 0.11 min.

Time of concentration (TC) = 11.96 min.

TTM37858dev100B
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 1.685(Ac.)
Runoff from this stream = 3.891(CFS)
Time of concentration = 11.96 min.

Rainfall intensity = 2.688(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr)
1 2.231 7.89 3.310
2 3.891 11.96 2.688
Largest stream flow has longer time of concentration
Qp = 3.891 + sum of
Qb Ia/Ib

2.231 * 0.812 = 1.812
Qp = 5.703
Total of 2 main streams to confluence:

Flow rates before confluence point:

2.231 3.891
Area of streams before confluence:

0.770 1.685
Results of confluence:

Total flow rate = 5.703(CFS)
Time of concentration = 11.955 min.

Effective stream area after confluence = 2.455(Ac.) End of computations, total study area = 2.46 (Ac.) The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.350
Area averaged RI index number = 56.0

Project Site
Appendix C
Reference Materials

Soils Map

Hydrology Maps

PARCEL 3PM 8114PMB 38/28
PARCEL 1PM 16636PMB 96/16PARCEL 2PM 16636PMB 96/16PARCEL 3PM 17535PMB 96/57-58 AREA 287,407 sf2.01 acres
AREA 1127,532 sf2.93 acresL = 516'L = 604'

ROBERT BEERS
’
SITE

HYDROLOGY DATAHYDROLOGY LEGEND

CL
CACTUS
AVENUE
PARCEL 3PM 8114PMB 38/28PARCEL 1PM 16636PMB 96/16PARCEL 2PM 16636PMB 96/16 LOT EPM 8114PMB 38/28CLBRADSHAW CIRCLE PARCEL 3PM 17535PMB 96/57-58

ROBERT BEERS
TENTATIVE TRACT MAP NO. 37858LEGAL DESCRIPTION:DEVELOPED CONDITION HYDROLOG MAP

HYDROLOGY DATA

HYDROLOGY LEGEND

- 37 -

Appendix 8: Source Control
Pollutant Sources/Source Control Checklist

STORMWATER POLLUT A NT SOURCES/SOURCE CONTROL CHECKLIST How to use this worksheet (also see instructi ons in Section G of the WQMP Template):

1. Review Column 1 and identify which of these p otential sources of stormwater pollutants apply to your site. Check each box that applies.

2. Review Column 2 and incorporate all of the correspo nding applicable BMPs in your WQMP Exhibit.

3. Review Columns 3 and 4 and incorporate all of t he corresponding applicable permanent controls and operational BMPs in your WQMP. Use the format shown in Table G.1on page 23 of this WQMP Template. Describe your specific BMPs in an accompanying narrative, and explain any special conditions or situations that required omitting BMPs or substituting alternative BMPs for those shown here.

IF THESE SOURCES WILL BE
ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 2 3 4
Potential Sources of Permanent Controls—Show on Permanent Controls—List in WQMP Operational BMPs—Include in WQMP Runoff Pollutants WQMP Drawings Table and Narrative Table and Narrative  A. On-site storm drain  Locations of inlets.  Mark all inlets with the words  Maintain and periodically repaint or inlets “Only Rain Down the Storm replace inlet markings.

Drain” or similar. Catch Basin
Markers may
be available from the
Riverside County Flood Control
and Water Conservation District,
call 951.955.1200 to verify.


Provide stormwater pollution
prevention information to n
ew site
owners, lessees, or operators.

See applicable operational BMPs in
Fact Sheet SC-44, “Drainage System
Maintenance,” in the CASQA
Stormwater Quality Handbooks at
www.cabmphandbooks.com
 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.”
 B. Interior floor drains  State that interior floor drains and  Inspect and maintain drains to prevent and elevator shaft sump elevator shaft sump pumps will be blockages and overflow. pumps plumbed to sanitary sewer.
 C. Interior parking  State that parking garage floor  Inspect and maintain drains to prevent garages drains will be plumbed to the blockages and overflow. sanitary sewer.
✔
✔
✔
✔
✔
✔
✔

STORMWATER POLLUT A NT SOURCES/SOURCE CONTROL CHECKLIST

IF THESE SOURCES WILL BE

ON THE PR
OJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 2 3 4
Potential Sources of Permanent Controls—Show on Permanent Controls—List in WQMP Operational BMPs—Include in WQMP Runoff Pollutants WQMP Drawings Table and Narrative Table and Narrative  D1. Need for future
indoor & structural pest
control
 Note building design features that
discour
age entry of pests.
 Provide Integrated Pest Management
information to owners
, lessees, and
operators.
 D2. Landscape/  Show locations of native trees or State that final landscape plans will  Maintain landscaping using minimum Outdoor Pesticide Use areas of shrubs and ground cover to accomplish all of the following. or no pesticides. be undisturbed and retained.  Preserve existing native trees,  See applicable operational BMPs in  Show self-retaining landscape shrubs, and ground cover to the “What you should know 
areas, if any.

Show stormw
ater treatment and
hydrograph modification
management BMPs. (See
instructions in Chapter 3, Step 5

maximum extent possible.

Design landsc
aping to minimize
irrigation and runoff, to promote
surface infiltration where
appropriate, and to minimize the 
for…..Landscape and Gardening” at
http:
//rcflood.org/stormwater/Error!
Hyperlink reference not valid.

Provide IPM information to new
owners, lessees and operators.
and guidance in Chapter 5.) use of fertilizers and pesticides that can contribute to stormwater
 pollution.

Where landscaped areas are used to
retain or detain stormwater, specify
plants that are tolerant of saturated
 soil conditions.

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

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

STORMWATER POLLUT A NT SOURCES/SOURCE CONTROL CHECKLIST

IF THESE SOURCES WILL BE

ON THE PR
OJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 2 3 4
Potential Sources of Permanent Controls—Show on Permanent Controls—List in WQMP Operational BMPs—Include in WQMP Runoff Pollutants WQMP Drawings Table and Narrative Table and Narrative  E. Pools, spas, ponds,  Show location of water feature and If the Co-Permittee requires pools  See applicable operational BMPs in decorative fountains,
and other water
features
.
a sanitary sewer cleanout in an
accessible are
a within 10 feet.
(Exception: Public pools must be
to be plumbed to the sanitary
sewer, place a note on the plans
and state in
the narrative that this
“Guidelines for Maintaining Your
Swimming
Pool, Jacuzzi and Garden
Fountain” at
plumbed according to County
Department of Environmen
tal
connection will be made according
to local requirements.
http://rcflood.org/stormwater/
Health Guidelines.)

F. Food service  For restaurants, grocery stores, and other food service operation
s, show
location (indoors or in a covered
area outdoors) of a floor sink or
other area for cleaning floor mats,
containers, and equipment.


Describe the location and features
of the designated cleaning area.

Describe the items to be cleaned in
this facility an
d how it has been
sized to insure that the largest
items can be accommodated.
 See the brochure, “The Food
Service
Industry Best Management Practices for:

Restaurants, Grocery Stores,
Delicatessens and Bakeries” at
http://rcflood.org/stormwater/
Provide this brochure to new site
 On the drawing, show a note that owners, lessees, and operators. this drain will be connected to a
grease interceptor before
discharging to the sanitary sewer.
 G. Refuse areas  Show where site refuse and  State how site refuse will be  State how the following will be recycled materials will be handled handled and provide supporting implemented:

and stored for pickup. See local
municipal requirements for
sizes
and other details of refuse areas.

If dumpsters or other receptacles

detail to what is shown on plans.

State that sign
s will be posted on or
near dumpsters with the words “Do
not dump hazardous materials
Provide adequate number of
receptacles. I
nspect receptacles
regularly; repair or replace leaky
receptacles. Keep receptacles covered.
are outdoors, show how the here” or similar. Prohibit/prevent dumping of liquid or designated area will be covered, hazardous wastes. Post “no hazardous graded, and paved to prevent run- materials” signs. Inspect and pick up on and show locations of berms to litter daily and clean up spills prevent runoff from the area. immediately. Keep spill control  Any drains from dumpsters,
compactors
, and tallow bin areas
shall be connected to a grease
removal device before discharge to
sanitary sewer.
materials available on-site. See Fact
Sheet SC-34, “Waste
Handling and
Disposal” in the CASQA Stormwater
Quality Handbooks at
www.cabmphandbooks.com

STORMWATER POLLUT A NT SOURCES/SOURCE CONTROL CHECKLIST

IF THESE SOURCES WILL BE

ON THE PR
OJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 2 3 4
Potential Sources of Permanent Controls—Show on Permanent Controls—List in WQMP Operational BMPs—Include in WQMP Runoff Pollutants WQMP Drawings Table and Narrative Table and Narrative  H. Industrial processes.  Show process area.  If industrial processes are to be  See Fact Sheet SC-10, “Non­ located on site, state: “All process Stormwater Discharges” in the activities to be performed indoors. CASQA Stormwater Quality No processes to drain to exterior or Handbooks at
to storm drain system.” www.cabmphandbooks.com
See the brochure “Industrial &
Commercial Facilities Best Management
Practices for: Industrial, Commercial
Facilities” at
http://rcflood.org/stormwater/

STORMWATER POLLUT A NT SOURCES/SOURCE CONTROL CHECKLIST

IF THESE SOURCES WILL BE

ON THE PR
OJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 2 3 4
Potential Sources of Permanent Controls—Show on Permanent Controls—List in WQMP Operational BMPs—Include in WQMP Runoff Pollutants WQMP Drawings Table and Narrative Table and Narrative  I. Outdoor storage of
equipment or materials.
(See rows J and K for
source control
measures for vehicle
 Show any outdoor storage areas,
including how materials will
be
covered. Show how areas will be
graded and bermed to prevent run-
on or run-off from area.

Include a detailed description of
mater
ials to be stored, storage
areas, and structural features to
prevent pollutants from entering
storm drains.
 See the Fact Sheets SC-31, “Outdoor
Liquid Container Storage” and SC-33,
“Outdoor Storage of Raw
Materials ”
in the CASQA Stormwater Quality
Handbooks at
cleaning, repair, and
maintenance.)  Storage of non-hazardous liquids
shall be cover
ed by a roof and/or
drain to the sanitary sewer system,
and be contained by berms, dikes,
liners, or vaults.

Where appropriate, reference
documentation of complian
ce with
the requirements of Hazardous
Materials Programs for:
 Hazardous Waste Generation
www.cabmphandbooks.com
 Storage of hazardous materials and
wastes
must be in compliance with
the local hazardous materials
 Hazardous Materials Release
Respon
se and Inventory
ordinance and a Hazardous  California Accidental Release Materials Management Plan for the
site.
(CalARP)
 Aboveground Storage Tank
 Uniform Fire Code Article 80
Section 103(b) & (c) 1991
 Underground Storage Tank
www.cchealth.org/groups/hazmat
/

STORMWATER POLLUT A NT SOURCES/SOURCE CONTROL CHECKLIST

IF THESE SOURCES WILL BE

ON THE PR
OJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 2 3 4
Potential Sources of Permanent Controls—Show on Permanent Controls—List in WQMP Operational BMPs—Include in WQMP Runoff Pollutants WQMP Drawings Table and Narrative Table and Narrative  J. Vehicle and  Show on drawings as appropriate:  If a car wash area is not provided, Describe operational measures to Equipment Cleaning (1) Commercial/industrial facilities having vehicle
/equipment cleaning
needs shall either provide a
describe any measures taken to
discourage on
-site car washing and
explain how these will be enforced. 
implement the following (if
applicable):

Washwater from vehicle and
covered, bermed area for washing equipment washing operations shall activities or discourage
vehicle/equipment washing
by
removing hose bibs and installing
signs prohibiting such uses.
(2) Multi-dwelling complexes shall
have a paved, bermed, and covered
car wash area (unless car washing
not be discharged to the storm drain
system. R
efer to “Outdoor Cleaning
Activities and Professional Mobile Service
Providers” for many of the Potential
Sources of Runoff Pollutants categories
below. Brochure can be found at
http://rcflood.org/stormwater/
is prohibited on-site and hoses are Car dealerships and similar may
provided with an automatic shut- rinse cars with water only. off to discourage such use).
(3) Washing areas for cars, vehicles,
and equipment shall 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
shall be designed such that no
runoff from the facility is
discharged to the storm drain
system. Wastewater from the
facility shall discharge to the
sanitary sewer, or a wastewater
reclamation system shall be
installed.

STORMWATER POLLUT A NT SOURCES/SOURCE CONTROL CHECKLIST

IF THESE SOURCES WILL BE

ON THE PR
OJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 2 3 4
Potential Sources of Permanent Controls—Show on Permanent Controls—List in WQMP Operational BMPs—Include in WQMP Runoff Pollutants WQMP Drawings Table and Narrative Table and Narrative  K. Vehicle/Equipment  Accommodate all vehicle  State that no vehicle repair or In the Stormwater Control Plan, note Repair and equipment repair and maintenance maintenance will be done outdoors, that all of the following restrictions Maintenance indoors. Or designate an outdoor or else describe the required apply to use the site:
work area and design the area to
prevent run-on and runoff of
stormwater. 
features of the outdoor work area.

State that there are no floor drains
or if there are floor drains, note the
 No person shall dispose of, nor permit
the disposal, directly or indir
ectly of
vehicle fluids, hazardous materials, or
 Show secondary containment for agency from which an industrial rinsewater from parts cleaning into exterior work areas where motor waste discharge permit will be storm drains. oil, brake fluid, gasoline, diesel
fuel, radiator fluid, acid-containing
batteries or ot
her hazardous
materials or hazardous wastes are
used or stored. Drains shall not be
installed within the secondary
containment areas.

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
 No vehicle fluid removal shall be
performed outside a buildin
g, 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
 Add a note on the plans that states will be obtained and that the vehicle fluids shall be contained or either (1) there are no floor drains, design meets that agency’s drained from the vehicle immediately. or (2) floor drains are connected to
wastewater pretreatment systems
prior to discharge to the sanitary
sewer and an industrial wast
e
discharge permit will be obtained.
requirements.

No person shall leave unattended drip
parts or other
open containers
containing vehicle fluid, unless such
containers are in use or in an area of
secondary containment.

Refer to “Automotive Maintenance & Car
Care Best Management Pr
actices for Auto
Body Shops, Auto Repair Shops, Car
Dealerships, Gas Stations and Fleet
Service Operations”. Brochure can be
found at http://rcflood.org/stormwater/
Refer to Outdoor Cleaning Activities and
Professional Mobile Service Providers for
many of the Potential Sources of
Runoff Pollutants categories below.

Brochure can be found at
http://rcflood.org/stormwater/

STORMWATER POLLUT A NT SOURCES/SOURCE CONTROL CHECKLIST

IF THESE SOURCES WILL BE

ON THE PR
OJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 2 3 4
Potential Sources of Permanent Controls—Show on Permanent Controls—List in WQMP Operational BMPs—Include in WQMP Runoff Pollutants WQMP Drawings Table and Narrative Table and Narrative  L. Fuel Dispensing
Areas
 Fueling areas6 shall have
impermeable floors (i.e., portland
cement concrete or equivalent
smooth impervious surface) that
are: a) graded at the minimum
slope necessary to prevent ponding;
and b) separated from the rest of
the site by a grade break that
prevents run-on of stormwater to
the maximum extent practicable.


The property owner shall dry sweep
the fueling are
a routinely.

See the Fact Sheet SD-30 , “Fueling
Areas” in the CASQA Stormwater
Quality Handbooks at
www.cabmphandbooks.com
 Fueling areas shall be covered by a
canopy that e
xtends a minimum of
ten feet in each direction from each
pump. [Alternative: The fueling
area must be
covered and the
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] shall not drain onto the
fueling area.
6 The fueling area shall 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.

STORMWATER POLLUT A NT SOURCES/SOURCE CONTROL CHECKLIST

IF THESE SOURCES WILL BE

ON THE PR
OJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 2 3 4
Potential Sources of Permanent Controls—Show on Permanent Controls—List in WQMP Operational BMPs—Include in WQMP Runoff Pollutants WQMP Drawings Table and Narrative Table and Narrative  M. Loading Docks  Show a preliminary design for the
loading dock
area, including
roofing and drainage. Loading
docks shall be covered and/or
graded to minimize run-on to and
runoff from the loading area. Roof
downspouts shall be positioned to
direct stormwater away from the
loading area. Water from loading
dock areas shall be drained to the


Move loaded and unloaded items
indoors a
s soon as possible.

See Fact Sheet SC-30, “Outdoor
Loading and Unloading,” in the
CASQA Stormwater Quality
Handbooks at
www.cabmphandbooks.com
sanitary sewer, or diverted and
collected for u
ltimate discharge to
the sanitary sewer.
 Loading dock areas draining
directly to the sanitary sewer
shall
be equipped with a spill control
valve or equivalent device, which
shall be kept closed during periods
of operation.
 Provide a roof overhang over the
loading area o
r install door skirts
(cowling) at each bay that enclose
the end of the trailer.

STORMWATER POLLUT A NT SOURCES/SOURCE CONTROL CHECKLIST

IF THESE SOURCES WILL BE

ON THE PR
OJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 2 3 4
Potential Sources of Permanent Controls—Show on Permanent Controls—List in WQMP Operational BMPs—Include in WQMP Runoff Pollutants WQMP Drawings Table and Narrative Table and Narrative  N. Fire Sprinkler Test
Water
 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 CASQ
A Stormwater Quality
Handbooks at
www.cabmphandbooks.com
O. Miscellaneous Drain  Boiler drain lines shall be directly or Wash Water or Other or indirectly connected to the
Sources sanitary sewer system and may not



Boiler drain lines
Condensate d
rain lines
Rooftop equipment

discharge to the storm drain
system.

Condensate d
rain lines may
discharge to landscaped areas if the


Drainage sumps
R
oofing, gutters, and
trim. 
flow is small enough that runoff
will not occur. Condensate d
rain
lines may not discharge to the
storm drain system.
 Other sources Rooftop equipment with potential
to produce pollutants shall be
 roofed and/or have secondary
containment.

Any drainage sumps on-site shall
 feature a sediment sump to reduce
the quantity of sediment in
pumped water.
 Avoid roofing, gutters, and trim
made of copp
er or other
unprotected metals that may leach
into runoff.

Include controls for other sources
as specified by local reviewer.
✔
✔

STORMWATER POLLUT A NT SOURCES/SOURCE CONTROL CHECKLIST

IF THESE SOURCES WILL BE

ON THE PR
OJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 2 3 4
Potential Sources of Permanent Controls—Show on Permanent Controls—List in WQMP Operational BMPs—Include in WQMP Runoff Pollutants WQMP Drawings Table and Narrative Table and Narrative  P. Plazas, sidewalks,
and parking lots.
 Sweep plazas, sidewalks, and parking
lots regularly t
o prevent accumulation
of litter and debris. Collect debris from
pressure washing to prevent entry into
the stor
m drain system. Collect
washwater containing any cleaning
agent or degreaser and discharge to
the sanitary sewer not to a storm drain.
✔
✔
- 38 -

Appendix 9: O&M
Operation and Maintenance Plan and Documentation of Finance, Maintenance and Recording Mechanisms

“Will be provided in Final WQMP”
- 6 -

Appendix 10: Educational Materials
BMP Fact Sheets, Maintenance Guidelines and Other End-User BMP Information

1 SECTION (_____)
Filterra®– Vault Configuration
Bioretention System Standard Specification

1.0 GENERAL

1.1 This item shall govern the furnishing and installation of the Filterra ® Bioretention System by Contech Engineered Solutions LLC, complete and operable as shown and as specified herein, in accordance with the requirements of the plans and contract documents.

1.2 Contractor shall furnish all labor, materials, equipment and incidentals necessary to install the bioretention system, appurtenances and incidentals in accordance with the Drawings and as specified herein.

1.3 Bioretention system shall utilize the physical, chemical and biological mechanisms of an engineered biofiltration media, plant and microbe complex to remove pollutants typically found in urban stormwater runoff. The treatment system shall be a fully equipped, pre- constructed, drop-in-place unit designed for applications in the urban landscape to treat contaminated runoff from impervious surfaces.

1.4 Bioretention system shall be capable of stand-alone stormwater treatment.

1.5 Bioretention plants shall be incorporated into the system with plant material extending into the treatment zone of the engineered media at time of Activation.

1.6 The bioretention system shall be of a type that has been installed and in use for a minimum of five (5) consecutive years preceding the date of installation of the system. The Manufacturer shall have been, during the same consecutive five (5) year period, engaged in the engineering design and production of systems deployed for the treatment of stormwater runoff and which have a history of successful production, acceptable to the Engineer of Record and/or the approving Jurisdiction. The Manufacturer of the Filterra Bioretention System shall be, without exception:

Contech Engineered Solutions LLC
9100 Centre Pointe Drive
West Chester, OH, 45069
Tel: 1 800 338 1122

1.7 Applicable provisions of any Division shall govern work in this section.

1.8 American Society for Testing and Materials (ASTM) Reference Specifications

1.8.1 ASTM C857: Standard Practice for Minimum Structural Design Loading for Underground Precast Concrete Utility Structures

1.8.2 ASTM C858: Standard Specification of Underground Precast Concrete Utility Structures
2 1.8.3 ASTM C990: Standard Specification for Joints for Precast Box Sections Using Preformed Flexible Joint Sealants

1.8.4 ASTM C109: Standard Test Method for Compressive Strength of Hydraulic Cement Mortars

1.9 Manufacturer or authorized supplier to submit shop drawings for bioretention System with the vault, engineered biofiltration media and accessory equipment. Drawings shall include principal dimensions, engineered biofiltration media placement, location of piping and unit foundation.

1.9.1 Manufacturer or authorized supplier shall submit installation instructions to the contractor.

1.9.2 Manufacturer or authorized supplier shall submit Operations and Maintenance Manual to the contractor.

1.9.3 Before installation of the bioretention system, Contractor shall obtain the written approval of the Engineer of Record for the system drawings.

1.10 No product substitutions shall be accepted unless submitted 10 days prior to project bid date, or as directed by the Engineer of Record. Submissions for substitutions require review and approval by the Engineer of Record, for hydraulic performance, impact to project designs, equivalent treatment performance, and any required project plan and report (hydrology/hydraulic, water quality, stormwater pollution) modifications that would be required by the approving jurisdictions/agencies. Contractor to coordinate with the Engineer of Record any applicable modifications to the project estimates of cost, bonding amount determinations, plan check fees for changes to approved documents, and/or any other regulatory requirements resulting from the product substitution.

2.0 MATERIALS

2.1 Internal components including engineered biofiltration media, underdrain stone, PVC underdrain piping, and mulch must be included as part of the bioretention system and shall be provided by Contech Engineered Solutions LLC. Note that vegetation is an essential component of bioretention systems, and shall be provided at time of Activation by the contractor.

2.1.1 Engineered biofiltration media shall consist of both organic and inorganic components. Stormwater shall be directed to flow vertically through the media profile, saturating the full media profile without downstream flow control.

2.1.2 Underdrain stone shall be of size and shape to provide adequate bridging between the media and stone for the prevention of migration of fine particles.

Underdrain stone must also be able to convey the design flow rate of the system without restriction and be approved for use in the Filterra Bioretention System by Contech Engineered Solutions LLC.

2.1.3 PVC Underdrain Piping shall be SDR35 with perforation pattern designed to 3 convey system design flow rate without restriction.

2.1.4 Mulch shall be double shredded wood or bark mulch approved for use with the Filterra Bioretention System by Contech Engineered Solutions LLC.

2.2 Precast concrete vault shall be provided by Manufacturer or authorized supplier according to ASTM C857 and C858.

2.2.1 Vault joint sealant shall be Conseal CS-101 or approved equal. Joints shall be sealed with preformed joint sealing compound conforming to ASTM C 990.

2.2.2 If interior concrete baffle walls are provided, baffle walls shall be cast-in or sealed to the interior vault walls and floor with a polyurethane construction sealant rated for use below the waterline, SikaFlex 1a or equal. Contractor to provide sealant material and installation unless completed prior to shipment.

2.3 Tree grates and access covers shall be cast iron. Tree grate frames shall be galvanized steel.

2.4 Curb Nosing (where applicable) shall be galvanized steel and where specified shall be cast into a top slab designed to support a minimum of H5 loading at the curb.

2.5 All contractor-provided components shall meet the requirements of this section, the plans specifications and contract documents. In the case of conflict, the more stringent specification shall apply.

2.5.1 Crushed rock base material shall be six-inch minimum layer of ¾-inch minus rock.

Compact undisturbed sub-grade materials to 95% of maximum density at +/-2% of optimum moisture content. Unsuitable material below sub-grade shall be replaced to engineer’s approval.

2.5.2 Concrete shall have an unconfined compressive strength at 28 days of at least 3000 psi, with ¾-inch round rock, a 4-inch slump maximum, and shall be placed within 90 minutes of initial mixing.

2.5.3 Silicone Sealant shall be pure RTV silicone conforming to Federal Specification Number TT S001543A or TT S00230C or Engineer approved.

2.5.4 Grout shall be non-shrink grout meeting the requirements of Corps of Engineers CRD-C588. Specimens molded, cured and tested in accordance with ASTM C-109 shall have minimum compressive strength of 6,200 psi. Grout shall not exhibit visible bleeding.

2.5.5 Backfill material shall be ¾-inch minus crushed rock, or approved equal.

2.5.6 Vegetation shall comply with the type and size required by the approved drawings and shall be alive and free of obvious signs of disease. Vegetation shall be of species listed in approved Filterra Plant list or otherwise approved by Manufacturer. Vegetation shall be supplied by Contractor prior to Activation. 4 3.0 PERFORMANCE

3.1 Treatment Capabilities shall be verified via third-party report following either TAPE or TARP protocols.

3.1.1 Engineered biofiltration media minimum treatment flow rate shall be 140”/hr.

The system shall be designed to ensure that high flow events shall bypass the engineered biofiltration media preventing erosion and resuspension of pollutants.

3.1.2 The system shall remove a minimum of 85% Total Suspended Solids (TSS).

3.1.3 The system shall remove a minimum of 62% Total Phosphorus (TP).

3.1.4 The system shall remove a minimum of 34% Total Nitrogen (TN).

3.2 The system shall have General Use Level Designation from Washington Department of Ecology for Basic (TSS), Phosphorus, Enhanced (Metals), and Oil/Grease and have Certification by New Jersey Department of Environment.

3.3 Quality Assurance and Quality Control procedures shall be followed for all batches of engineered biofiltration media produced. Engineered biofiltration media shall be certified by the Manufacturer for performance and composition.

3.3.1 Media particle size distribution and composition shall be verified as per relevant ASTM Standards.

3.3.2 Media pollutant removal performance shall be verified as per relevant ASTM Standards as well as a minimum of one scientific method approved by the USEPA.

3.3.3 Media hydraulic performance shall be verified as per relevant ASTM Standards.

3.3.4 Media fertility shall be verified as per a minimum of one published scientific method.

3.4 The Manufacturer shall ensure through third party full scale field testing of installed units that the design flow rate of the system is not reduced over time. Studies shall be performed on a minimum of 10 systems of various ages, maintenance frequencies, and land uses. At least 80% of the tested systems shall have been installed 2.5 or more years. At least 50% of the systems shall have previous maintenance intervals greater than 2 times the manufacturer’s recommendation.

4.0 EXECUTION

4.1 Set precast vault on crushed rock base material that has been placed in maximum 6-inch lifts, loose thickness, and compacted to at least 95-percent of the maximum dry density as determined by the standard Proctor compaction test, ASTM D698, at moisture content of +/- 2% of optimum water content.
5 4.2 Inlet and outlet pipes shall be attached to provided couplers or grouted in and connected to precast concrete vault according to Engineer’s requirements and specifications.

4.3 All throat and grate protection covers shall remain in place until the system is activated.

4.4 Contractor to cast-in-place throat inlet to convey stormwater into bioretention System according to Engineer’s requirements and specifications.

4.5 Engineered biofiltration media shall be delivered installed in the vault, unless otherwise agreed upon with the Manufacturer. Contractor shall take appropriate action to protect the media from sediment and other debris during construction. The method ultimately selected shall be at Contractor’s discretion and Contractor’s risk.

4.5.1 If media is shipped separately from vault, Manufacturer or a Manufacturer’s certified representative shall install media into the vault or be present to supervise installation in order to ensure proper installation.

4.6 The bioretention system shall not be placed in operation (activated) until the project site is clean and stabilized (construction erosion control measures no longer required). The project site includes any surface that contributes storm drainage to the system. All impermeable surfaces shall be clean and free of dirt and debris. All catch basins, manholes and pipes shall be free of dirt and sediment. Activation shall be provided by Manufacturer or authorized supplier, and includes planting of the vegetation provided by the Contractor.

4.7 Each correctly installed system shall include a Final Inspection performed by Manufacturer or authorized supplier upon request between 6-12 months after Activation. The cost of this service shall be included in the price of the system and include the following.

4.7.1 System inspection to help owner establish proper routine maintenance intervals.

4.7.2 Routine maintenance: removal of foreign debris, silt, loose plant material and trash; mulch removal; engineered biofiltration media evaluation; plant health evaluation and pruning; replacement of mulch; disposal of all maintenance refuse items; and updating of maintenance records.

4.8 To ensure long term performance of the bioretention system, continuing annual maintenance programs should be performed or purchased by the owner per the latest Filterra Bioretention System Operation and Maintenance manual.

ENGINEERED SOLUTIONS
Filterra®
High Performance Bioretention

Your Contech Team
Contech is the leader in stormwater solutions,
helping engineers, contractors and owners with
infrastructure and land development projects
throughout North America.

With our responsive team of stormwater experts,
local regulatory expertise and flexible solutions,
Contech is the trusted partner you can count on for
stormwater management solutions.

The experts you need to
solve your stormwater challenges

STORMWATER

CONSULTANT
It’s my job to recommend
the best solution to meet
permitting requirements.

STORMWATER

DESIGN ENGINEER
I work with consultants to design
the best approved solution to
meet your project’s needs.

REGULATORY MANAGER
I understand the local stormwater
regulations and what solutions
will be approved.

SALES ENGINEER
I make sure our solutions
meet the needs of the contractor
during construction.

Contech is your partner in stormwater management solutions Filterra is an engineered high-performance bioretention system. While it operates similar to traditional bioretention, its high flow media allows for a reduction in footprint of up to 95% versus traditional bioretention practices. Filterra provides a Low Impact Development (LID) solution for tight, highly developed sites such as urban development projects, commercial parking lots, residential streets, and streetscapes.

Its small footprint also reduces installation and life cycle costs versus traditional bioretention. Filterra can be configured in many different ways to enhance site aesthetics, integrate with other LID practices, or increase runoff reduction through infiltration below or downstream of the system.

At the Manchester Stormwater
Park seen above, the Filterra
systems surrounding the central
courtyard allowed for the creation
of a community space with parking,
sidewalks, and benches in a quaint
downtown area. A traditional
bioretention system treating the
same drainage area would have
occupied the entire park area leaving
no room for these amenities.

Low Impact Development in a
Small Footprint – Filterra®

ENGINEERED SOLUTIONS
Filterra® High Performance
Bioretention
Using nature to facilitate Stormwater Management
Tested in the field and laboratory ...

1. Stormwater enters the Filterra through a pipe, curb inlet, or sheet flow and ponds over the pretreatment mulch layer, capturing heavy sediment and debris. Organics and microorganisms within the mulch trap and degrade metals and hydrocarbons. The mulch also provides water retention for the system’s vegetation.

2. Stormwater flows through engineered Filterra media which filters fine pollutants and nutrients. Organic material in the media removes dissolved metals and acts as a food source for root-zone microorganisms. Treated water exits through an underdrain pipe or infiltrates (if designed accordingly).

3. Rootzone microorganisms digest and transform pollutants into forms easily absorbed by plants.

4. Plant roots absorb stormwater and pollutants that were transformed by microorganisms, regenerating the media’s pollutant removal capacity. The roots grow, provide a hospitable environment for the rootzone microorganisms and penetrate the media, maintaining hydraulic conductivity.

5. The plant trunk and foliage utilize nutrients such as Nitrogen and Phosphorus for plant health, sequester heavy metals into the biomass, and provide evapotranspiration of residual water within the system.

How the Filterra® Works
Plants and organic material are
vital to the long term performance
of bioretention systems
1 2
5 4
3 1
2 3
4 5

FEATURE BENEFITS
High biofiltration media flow rate (up to 175”/hr+) Greatly reduced footprint versus traditional bioretention and LID solutions
Filterra system is packaged, including all components
necessary for system performance Quality control for easy, fast and successful installation Quick and easy maintenance Low lifecycle costs
Variety of configurations and aesthetic options Integrates easily into any site or landscape plan Natural stormwater management processes featuring
organics and vegetation
Meets Low Impact Development requirements and ensures
long-term performance
Filterra is approved through numerous local, state and
federal verification programs, including:

New Jersey Department of Environmental Protection (NJ DEP) Washington Department of Ecology (GULD) – Basic, Enhanced, Phosphorus, and Oil
Maryland Department of the Environment - Environmental Site Design (ESD)
Texas Commission on Environmental Quality (TCEQ)
Virginia Department of Environmental Quality (VA DEQ)
Maine Department of Environmental Protection (ME DEP)
Atlanta, GA Regional Commission
Los Angeles County, CA - Alternate to Attachment H
City of Portland, Oregon Bureau of Environmental Services North Carolina Department of Environmental Quality (NC DEQ) Filterra® Features and Benefits
Select Filterra® Approvals
The Filterra system can
be configured with many
different aesthetic options

ENGINEERED SOLUTIONS
Filterra® Performance Testing Results

APPLICATION TIPS
• The Filterra system has
been tested under industry
standard protocols and has
proven its pollutant removal
performance and system
longevity.
• Contech invests significant
resources in media blending
calibration and product
testing to ensure our media
meets our strict performance
specifications every time .
• Keep regulators and owners
happy by selecting a product
with predictable and proven
maintenance longevity.

POLLUTANT OF

CONCERN

MEDIAN REMOVAL

EFFICIENCY

MEDIAN EFFLUENT

CONCENTRATION (MG/L)
Total Suspended Solids (TSS) 86% 3.3
Total Phosphorus - TAPE (TP) 70% 0.05
Total Nitrogen (TN) 34% 0.54
Total Copper (TCu) 55% 0.004
Total Dissolved Copper 43% 0.003
Total Zinc (TZn) 56% 0.04
Total Dissolved Zinc 54% 0.1
Total Petroleum
Hydrocarbons 87% 0.71
Sources:

UVA (TARP) Field Study - 2006
Herrera (TAPE) Study - 2009
Herrera (TAPE) Study - 2014
NC State Study - 2015
Each batch of Filterra® media has
been extensively tested to ensure
consistent performance every time.

Note: Some jurisdictions recognize higher removal rates. Contact your Contech Stormwater Consultant for performance expectations.

Field tested and performance verified
Filterra® Maintenance
Activation and vegetation selection
guidance is included with every system.

With proper routine maintenance, the engineered
media within the Filterra system should last as long as traditional bioretention media.

Maintenance is low-cost, low-tech and simple:

Remove trash, sediment, and mulch
Replace with a fresh 3” layer of mulch
No confined space entry or special tools
Easily performed by landscape contractor or facilities
maintenance provider
Filterra offers high performance
bioretention for advanced pollutant
removal with easy maintenance.

Plant health evaluation and pruning
is important to encourage growth.

Watch the Filterra Maintenance video
at www.ContechES.com/filterra
All stormwater treatment systems require
maintenance for effective operation.

ENGINEERED SOLUTIONS

Multiple configurations allow for easy site integration Filterra® Configurations
Multiple system configurations integrate with
site hydraulic design and layout ...

The Filterra is available in a variety of precast configurations as well as Filterra Bioscape, which can be installed directly into an excavated basin.

Bypass via downstream catch basin.

Bypass via downstream catch basin.
*Additional configurations available, including offline - pipe, peak diversion - grate, and internal bypass curb-chamber.

Filterra Internal
Bypass Curb
Filterra Peak
Diversion
Filterra Sedimentation
Chamber (Maryland Only)
Filterra Offline

Filterra® Bioscape®
Configurations
Filterra Bioscape
Vault Offline
*Additional configurations available, including bioscape vault offline pipe.

Bypass via downstream catch basin.

ENGINEERED SOLUTIONS
Filterra Bioscape
Bypass via upstream structure.

Multiple inlet options.

Filterra Bioscape
Vault Basin
Bypass via upstream structure.

Multiple inlet options.

Standard Tree Grate
Recessed Top Slab
Custom/Decorative Tree Grate
Open Top Planter - Filterra Bioscape
Full Grate with Grasses
Street Tree
An aesthetic solution to meet your bioretention needs
Filterra® Aesthetic
Options
Multiple aesthetic options to enhance the
appearance and integrate with landscaping ...

Filterra® Bioscape®
Large-scale Filterra that can be customized to your site ...

Ideal for Filterra systems greater than 300 square feet Design with or without containment structure
Incorporate infiltration directly below the system, where required Combine with upstream storage or downstream infiltration Use as an alternative to larger regional traditional bioretention systems Easily add pretreatment Hydrodynamic Separator for large-scale or heavy pollutant loading applications

ENGINEERED SOLUTIONS
Few companies offer the wide range of high-
quality stormwater resources you can find with
us — state-of-the-art products, decades of
expertise, and all the maintenance support you
need to operate your system cost-effectively.

Get social with us:
800-338-1122 | www.ContechES.com
NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS A WARRANTY. APPLICATIONS

SUGGESTED HEREIN ARE DESCRIBED ONLY TO HELP READERS MAKE THEIR OWN EVALUATIONS

AND DECISIONS, AND ARE NEITHER GUARANTEES NOR WARRANTIES OF SUITABILITY FOR ANY APPLICATION. CONTECH MAKES NO WARRANTY WHATSOEVER, EXPRESS OR IMPLIED, RELATED TO THE APPLICATIONS, MATERIALS, COATINGS, OR PRODUCTS DISCUSSED HEREIN. ALL IMPLIED

WARRANTIES OF MERCHANTABILITY AND ALL IMPLIED WARRANTIES OF FITNESS FOR ANY PARTICULAR PURPOSE ARE DISCLAIMED BY CONTECH. SEE CONTECH’S CONDITIONS OF SALE (AVAILABLE AT WWW.CONTECHES.COM/COS) FOR MORE INFORMATION. © 2023 Contech Engineered Solutions LLC, a QUIKRETE Company (PDF Revised | 011623) All Rights Reserved. Printed in the USA.

ENGINEERED SOLUTIONS
A partner
you can rely on

THE CONTECH WAY
Contech® Engineered Solutions provides innovative, cost-effective site solutions to engineers, contractors, and developers on projects across North America. Our portfolio includes bridges, drainage, erosion control, retaining wall, sanitary sewer and stormwater management products.

TAKE THE NEXT STEP
For more information: www.ContechES.com

STORMWATER

SOLUTIONS
PIPE

SOLUTIONS

STRUCTURES

SOLUTIONS