Moreno Valley City Council
June 3, 2025

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Project Specific Water Quality Management Plan
A Template for Projects located within the Santa Ana Watershed Region of Riverside County Project Title: Tentative Tract Map 38421, Town Center at Moreno Valley Specific Plan Development No: Insert text here
Design Review/Case No: LWQ22-0026
Original Date Prepared: 6/13/2022
Revision Date(s): 8/15/2022
9/30/2022
Prepared for Compliance with
Regional Board Order No. R8-2010-0033
Contact Information:

Prepared for: Lewis Management Corp
1156 N. Mountain Ave.

Upland, CA 91786
Prepared by: Cannon Corporation
Samuel J. Jacoby, PE, QSD
16842 Von Karman Ave
Suite 150
Irvine CA 92606
949-681-0255
Preliminary
Final
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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
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OWNER’S CERTIFICATION
This Project-Specific Water Quality Management Plan (WQMP) has been prepared for Lewis Management Corp. by Samuel J. Jacoby, PE, QSD, Cannon Corporation for the Tentative Tract Map 38421, Town Center at Moreno Valley Specific Plan project.

This WQMP is intended to comply with the requirements of City of Moreno Valley for Ordinance 827 which includes the requirement for the preparation and implementation of a Project-Specific WQMP.

The undersigned, while owning the property/project described in the preceding paragraph, shall be responsible for the implementation and funding of this WQMP and will ensure that this WQMP is amended as appropriate to reflect up-to-date conditions on the site. In addition, the property owner accepts responsibility for interim operation and maintenance of Stormwater BMPs until such time as this responsibility is formally transferred to a subsequent owner. This WQMP will be reviewed with the facility operator, facility supervisors, employees, tenants, maintenance and service contractors, or any other party (or parties) having responsibility for implementing portions of this WQMP. At least one copy of this WQMP will be maintained at the project site or project office in perpetuity. The undersigned is authorized to certify and to approve implementation of this WQMP. The undersigned is aware that implementation of this WQMP is enforceable under City of Moreno Valley Water Quality Ordinance (Municipal Code Section 8.10).
"I, the undersigned, certify under penalty of law that the provisions of this WQMP have been reviewed and accepted and that the WQMP will be transferred to future successors in interest." Owner’s Signature Date
Owner’s Printed Name Owner’s Title/Position
PREPARER’S CERTIFICATION
“The selection, sizing and design of stormwater treatment and other stormwater quality and quantity control measures in this plan meet the requirements of Regional Water Quality Control Board Order No. R8-2010-0033 and any subsequent amendments thereto.”
Preparer’s Signature Date
Preparer’s Printed Name Preparer’s Title/Position
Preparer’s Licensure:
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Table of Contents
Section A: Project and Site Information........................................................................................................ 6 A.1 Maps and Site Plans............................................................................................................................7 A.2 Identify Receiving Waters...................................................................................................................8 A.3 Additional Permits/Approvals required for the Project: ....................................................................9 Section B: Optimize Site Utilization (LID Principles) ................................................................................... 10 Section C: Delineate Drainage Management Areas (DMAs)....................................................................... 12 Section D: Implement LID BMPs................................................................................................................. 15 D.1 Infiltration Applicability ....................................................................................................................15 D.2 Harvest and Use Assessment............................................................................................................16 D.3 Bioretention and Biotreatment Assessment....................................................................................18 D.4 Feasibility Assessment Summaries...................................................................................................19 D.5 LID BMP Sizing ..................................................................................................................................20 Section E: Alternative Compliance (LID Waiver Program).......................................................................... 25 E.1 Identify Pollutants of Concern ..........................................................................................................26 E.2 Stormwater Credits...........................................................................................................................27 E.3 Sizing Criteria.....................................................................................................................................27 E.4 Treatment Control BMP Selection ....................................................................................................28 Section F: Hydromodification ..................................................................................................................... 29 F.1 Hydrologic Conditions of Concern (HCOC) Analysis..........................................................................29 F.2 HCOC Mitigation................................................................................................................................30 Section G: Source Control BMPs................................................................................................................. 31 Section H: Construction Plan Checklist....................................................................................................... 32 Section I: Operation, Maintenance and Funding........................................................................................ 33 - 5 -
List of Tables
Table A.1 Identification of Receiving Waters................................................................................................8 Table A.2 Other Applicable Permits..............................................................................................................9 Table C.1 DMA Classifications.....................................................................................................................12 Table C.2 Type ‘A’, Self-Treating Areas.......................................................................................................13 Table C.3 Type ‘B’, Self-Retaining Areas .....................................................................................................13 Table C.4 Type ‘C’, Areas that Drain to Self-Retaining Areas......................................................................14 Table C.5 Type ‘D’, Areas Draining to BMPs ...............................................................................................14 Table D.1 Infiltration Feasibility ..................................................................................................................15 Table D.2 LID Prioritization Summary Matrix .............................................................................................19 Table D.3 DCV Calculations for LID BMPs...................................................................................................20 Table E.1 Potential Pollutants by Land Use Type........................................................................................26 Table E.2 Water Quality Credits..................................................................................................................27 Table E.3 Treatment Control BMP Sizing ....................................................................................................27 Table E.4 Treatment Control BMP Selection ..............................................................................................28 Table F.1 Hydrologic Conditions of Concern Summary ..............................................................................29 Table G.1 Permanent and Operational Source Control Measures .............................................................31 Table H.1 Construction Plan Cross-reference.............................................................................................32 List of Appendices
Appendix 1: Maps and Site Plans................................................................................................................34 Appendix 2: Construction Plans..................................................................................................................35 Appendix 3: Soils Information.....................................................................................................................36 Appendix 4: Historical Site Conditions........................................................................................................37 Appendix 5: LID Infeasibility........................................................................................................................38 Appendix 6: BMP Design Details.................................................................................................................39 Appendix 7: Hydromodification..................................................................................................................40 Appendix 8: Source Control ........................................................................................................................41 Appendix 9: O&M .......................................................................................................................................42 Appendix 10: Educational Materials.........................................................................................................- 6 - - 6 -
Section A: Project and Site Information

PROJECT INFORMATION
Type of Project: Mixed Use, residential, commercial
Planning Area: N/A
Community Name: City of Moreno Valley
Development Name: Tentative Tract Map 38421, Town Center at Moreno Valley Specific Plan

PROJECT LOCATION
Latitude & Longitude (DMS): 33.92d N, 117.19d W
Project Watershed and Sub-Watershed: Lake Elsinore, San Jacinto River APN(s): 487-470-030, 031,
Map Book and Page No.: 11/10

PROJECT CHARACTERISTICS
Proposed or Potential Land Use(s) Residential,
Commercial
Proposed or Potential SIC Code(s) 8811,5999
Area of Impervious Project Footprint (SF) 0 SF (existing) Total Area of proposed Impervious Surfaces within the Project Limits (SF)/or Replacement 1,752,028± SF (prop’d) 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 (SF) 0 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) N/A Existing and Proposed Site Description
(Section added at request of Plan reviewer)
As described in Section B, the site exists in an undeveloped condition. There exists a single parcel between Bay Avenue and Cottonwood Avenue, and a second parcel between Cottonwood and Alessandro Boulevard. there are several minor pieces of each parcel that have been conveyed as right of way easements on the adjacent streets including Nason Street. The project proposes to vacate Bay Avenue and re-dedicate a narrower right of way; dedicate a new, north-south "A" street; create two park parcels and create 6 developable parcels. The proposed lot-specific development plans have not yet been determined. As part of this initial phase of work (mass grading, constructing temporary sedimentation basins, and common infrastructure), the project aims to identify significant restrictions or opportunities for lot-specific water quality. As each lot develops, an expected condition of approval will - 7 -
be that each lot will be required to submit an independent Water Quality Management Plan, complete with lot-specific infiltration testing. Please note that the BMPs identified herein are conceptual in nature, and are not intended for construction during the mapping/initial work, but instead will guide future development-specific BMPs.

Per plan checker for Tentative Map stage, ultimate BMPs are not sited or determined on the BMP exhibits resulting from these factors. Additionally, considerations should be taken by Engineer of Record on future phases to document actual location of sedimentation basins (in place prior to work) and take appropriate measures when siting ultimate BMPs, such as avoiding these areas, or performing additional testing.

What is the Water Quality Design Storm Depth for the project? 0.65 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
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. - 8 -
A.2 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
Perris Valley Storm
Drain Channel
None N/A N/A
san jacinto river -
reaches 1,2,3 None

INTERMITTENT - MUN,

AGR, GWR,
REC1, REC2, WARM,
WILD
N/A
Canyon Lake Nutrients
MUN, AGR, GWR, REC1,
REC2, WARM,
WILD
N/A
Lake Elsinore
PCBs (Polychlorinated biphenyls)
(68444), Organic Enrichment/Low
Dissolved Oxygen (68808),
Nutrients (69206), Toxicity
(76493), DDT
(Dichlorodiphenyltrichloroethane)
(94768)
REC1, REC2, WARM,

WILD N/A
Temescal Creek,
Reach 6 None

INTERMITTENT - GWR,
REC1, REC2, WARM,
WILD
N/A
Temescal Creek,
Reach 5
None
AGR, GWR, REC1, REC2,

WARM, WILD, RARE N/A
Temescal Creek,
Reach 4
None

RARE, INTERMITTENT -
AGR, GWR, REC1, REC2,

WARM, WILD
N/A
Temescal Creek,
Reach 3
None N/A N/A
Temescal Creek,
Reach 2
None

INTERMITTENT - AGR,
IND, GWR, REC1, REC2,

LWARM, WILD
N/A
Temescal Creek,
Reach 1
None
REC1, REC2, WARM,

WILD N/A
Santa Ana River,
Reach 2 None
AGR, GWR, REC1, REC2,

WARM, WILD, RARE,
SPWN
48 Mi.

Santa Ana River,
Reach 1
None
REC1, REC2, WARM,

WILD N/A
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A.3 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 Permit
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. □ ~
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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.

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? The existing site has a subtle topographic, and hydrologic, north-south aligned ridge on the eastern half of the site, that separates drainage southeast to Nason St. from flow directed southwest towards Alessandro, Bay and ultimately Morrison St. This ridge is separate from the existing soil stockpile at the southeast corner of the site. The project has 'tabled' existing and built-out hydrology from the proposed parcels according to the divide, and the water quality design follows accordingly.

Did you identify and protect existing vegetation? If so, how? If not, why? Native vegetation is not preserved. The site currently exists in an undeveloped condition, and will be mass-graded to accommodate the development
Did you identify and preserve natural infiltration capacity? If so, how? If not, why? Yes, infiltration testing has occurred, and will be maintained through limited sub-surface interaction, and limited the 'cut' in the earthwork. Infiltration is proposed for BMPs Did you identify and minimize impervious area? If so, how? If not, why? The project proposes impervious areas by zone and by tentatively mapped parcel. The project proposes immediate imperviousness solely along the project's roadways - the roadway imperviousness is - 11 -
mandated by the City of Moreno Valley. Future phases will identify and minimize imperviousness as practicable.

Did you identify and disperse runoff to adjacent pervious areas? If so, how? If not, why? The project proposes immediate imperviousness solely along the project's roadways - the roadway imperviousness is mandated by the City of Moreno Valley. Future phases will identify and minimize imperviousness as practicable.

PLEASE NOTE:

This WQMP is being prepared to support a non-development-specific tentative tract map. While the infrastructure for the development is proposed, such as roads water, sewer, improvements to adjacent rights of way, the project proposes to subdivide the land from two parcels to 8 proposed lots (inclusive of parks). The lot-specific development plans have not been prepared. Once said lot plans are developed, the developer would, consistent with City guidance, prepare lot-specific WQMP plans.

Based on the findings contained herein, infiltration appears to be feasible, and latter WQMPs are anticipated to be consistent within this overall WQMP's findings and recommendations. - 12 -
Section C: Delineate Drainage 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)1 Area (Sq. Ft.) DMA Type DMA 1 Residential impervious 210,700 Type D-Bioinfiltratoin landscape 90,300 Type D-Bioinfiltratoin
301,000
DMA 2 Residential impervious 262,536 Type D-Bioinfiltratoin landscape 112,515 Type D-Bioinfiltratoin
375,052
DMA 3a Residential impervious 71,961 Type D-Bioinfiltratoin landscape 30,840 Type D-Bioinfiltratoin
102,802
DMA 3b Residential impervious 103,063 Type D-Bioinfiltratoin landscape 44,170 Type D-Bioinfiltratoin
147,233
DMA 4a Park impervious 15,072 Type D-Bioinfiltratoin
landscape 60,287 Type D-Bioinfiltratoin
75,359
DMA 4b Park impervious 15,420 Type D-Bioinfiltratoin
landscape 90,779 Type D-Bioinfiltratoin
106,199
DMA 5 Residential impervious 227,165 Type D-Bioinfiltratoin landscape 97,357 Type D-Bioinfiltratoin
324,522
DMA 6 Residential impervious 239,057 Type D-Bioinfiltratoin landscape 102,453 Type D-Bioinfiltratoin
341,510
DMA 7a commercial impervious 176,614 Type D-Bioinfiltratoin landscape 31,167 Type D-Bioinfiltratoin
207,781
DMA 7b commercial impervious 412,470 Type D-Bioinfiltratoin landscape 72,789 Type D-Bioinfiltratoin
485,258
DMA 8 Residential impervious 11,935 Type D-Bioinfiltratoin landscape 47,742 Type D-Bioinfiltratoin
59,677
(CONTINUED, NEXT PAGE)
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DMA Name or ID Surface Type(s)1 Area (Sq. Ft.) DMA Type DMA ROW SOUTH Street,Sidewalk 110,120 None
landscape 27,530 None
137,650
DMA ROW NORTH Street,Sidewalk 140,786 None
landscape 35,196 None
175,982
DMA ROW EAST Street,Sidewalk 177,376 None
landscape 44,344 None
221,720
1Reference Table 2-1 in the WQMP Guidance Document to populate this column Table C.2 Type ‘A’, Self-Treating Areas
DMA Name or ID Area (Sq. Ft.) Stabilization Type Irrigation Type (if any) n/a
Table C.3 Type ‘B’, Self-Retaining Areas
Note by engineer: Consistent with City comments during preliminary WQMP review, the infiltration BMPs will account for the volume of self-retaining landscape areas. While the areas may, in fact, self-retain, the City requires the infiltration BMPs to be sized in the event that self-retaining fails, or otherwise is non-functional.

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]
TBD (DEFERRED UNTIL SITE-SPECIFIC WQMPs)* TBD (DEFERRED UNTIL SITE-SPECIFIC WQMPs)* *Tables left blank resulting from direction of plan checker during tentative map stage. 1-
~
r--
B · C
[D] = [B] + [A]
I
I
-
-
-
- I
I --i
-
-
I _J
- I
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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 Runoff factor Product
DMA name /ID
Area (square
feet) Ratio
[A] [B] [C] = [A] x [B] [D] [C]/[D]
Table C.5 Type ‘D’, Areas Draining to BMPs
DMA Name or ID BMP Name or ID
DMA 1 BMP 1, TBD
DMA 2 BMP 2, TBD
DMA 3a BMP 3a, TBD
DMA 3b BMP 3b, TBD
DMA 4a BMP 4a, TBD
DMA 4b BMP 4b, TBD
DMA 5 BMP 5, TBD
DMA 6 BMP 6, TBD
DMA 7a BMP 7a, TBD
DMA 7b BMP 7b, TBD
DMA 8 BMP 8, TBD
DMA ROW(all) N/A
Note: More than one drainage management area can drain to a single LID BMP, however, one drainage management area may not drain to more than one BMP. - 15 -
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. 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? XX If Yes, list affected DMAs:
…have any DMAs located within 100 feet of a water supply well? XX 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?
XX
If Yes, list affected DMAs:
…have measured in-situ infiltration rates of less than 1.6 inches / hour? XX 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?
XX
If Yes, list affected DMAs:
…geotechnical report identify other site-specific factors that would preclude effective and safe infiltration? XX 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.

Note by engineer: Consistent with City comments during preliminary WQMP review, wile the geotechnical report did indicated infiltration feasibility during the Tentative Map stage, each lot- □ ~
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specific WQMP will be required to submit Lot-Specific geotechnical analysis and infiltration testing. The lot-specific WQMP shall be based on the subsequent test results.

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 encouraged, but it would not be required if the Design Capture Volume will be infiltrated or evapotranspired.

If any of the above boxes have been checked, Harvest and Use BMPs need not be assessed for the site. If neither 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, infiltration and/or bioretention proposed Type of Landscaping (Conservation Design or Active Turf): N/A, infiltration and/or bioretention proposed
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, infiltration and/or bioretention proposed 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, infiltration and/or bioretention proposed 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, infiltration and/or bioretention proposed 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, infiltration and/or bioretention proposed N/A, infiltration and/or bioretention proposed
□
□
[gl
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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, infiltration and/or bioretention proposed Project Type: N/A, infiltration and/or bioretention proposed 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, infiltration and/or bioretention proposed Step 3: Enter the Design Storm depth for the project site (see Exhibit A) into the left column of Table 2-1 in Chapter 2 to determine the minimum number or toilet users per tributary impervious acre (TUTIA).

Enter your TUTIA factor: N/A, infiltration and/or bioretention proposed 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, infiltration and/or bioretention proposed 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, infiltration and/or bioretention
proposed
N/A, infiltration and/or bioretention
proposed
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, infiltration and/or bioretention proposed
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, infiltration and/or bioretention proposed 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. - 18 -
Total Area of Impervious Surfaces: N/A, infiltration and/or bioretention proposed Step 3: Enter the Design Storm depth for the project site (see Exhibit A) into the left column of Table 2-3 in Chapter 2 to determine the minimum demand for non-potable uses per tributary impervious acre.

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

Minimum required use: N/A, infiltration and/or bioretention proposed Step 5: Determine if harvesting stormwater runoff for other non-potable 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 non-potable use (Step 4) Projected average daily use (Step 1) N/A, infiltration and/or bioretention proposed N/A, infiltration and/or bioretention proposed
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, unless a site-specific analysis has been completed that demonstrates technical infeasibility as noted in D.3 below.

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. □
□
- 19 -
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 BMPs 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

1. Infiltration 2. Harvest and use 3. Bioretention 4. Biotreatment Compliance) DMA 1
DMA 2
DMA 3a
DMA 3b
DMA 4a
DMA 4b
DMA 5
DMA 6
DMA 7a
DMA 7b
DMA 8

DMA ROW
Note by engineer: The conceptual "Bio-Infiltration" is an alias to Infiltration Basins, per the Riverside County BMP Manual, and is not intended to be interpreted as "Bioretention" which does allow for piped discharge of treated flow.

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.

The right of way has not been identified as containing, nor draining to, a BMP. ~ □ □ □ □
~ □
~ □
~ □
~ □
~ □
~ □
~ □
~ □
~ □
~ □
□ □ □ □ ~
- 20 -
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 document 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 Enter BMP Name / Identifier
Here
[A] [B] [C] [A] x [C]
DMA 1
301,000 Residential 0.7 0.493894

148,661.90
Design
Storm
Depth
(in)
Design
Capture
Volume,
VBMP
(cubic
feet)
Proposed
Volume
on Plans
(cubic
feet)
AT
Σ=300999.6 Σ=148662 0.66 8,176.4
DMA
Type/ID
DMA Area
(square
feet)
Post-Project
Surface Type
Effective
Impervious
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor Enter BMP Name / Identifier
Here
[A] [B] [C] [A] x [C]
DMA 2
375,052 Residential 0.7 0.493894

185,235.73
Design
Storm
Depth
(in)
Design
Capture
Volume,
VBMP
(cubic
feet)
Proposed
Volume
on Plans
(cubic
feet)
AT
Σ=375051.6 Σ=185236 0.66 10,188.0
DMA
Type/ID
DMA Area
(square
feet)
Post-Project
Surface Type
Effective
Impervious
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
Enter BMP Name / Identifier
Here
I I I
I
I I I
- 21 -
[A] [B] [C] [A] x [C]
DMA 3a
102,802 Residential 0.7 0.493894

50,773.09
Design
Storm
Depth
(in)
Design
Capture
Volume,
VBMP
(cubic
feet)
Proposed
Volume
on Plans
(cubic
feet)
AT
Σ=102801.6 Σ=50773 0.66 2,792.5
DMA
Type/ID
DMA Area
(square
feet)
Post-Project
Surface Type
Effective
Impervious
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor Enter BMP Name / Identifier
Here
[A] [B] [C] [A] x [C]
DMA 3b
147,233 Residential 0.7 0.493894

72,717.40
Design
Storm
Depth
(in)
Design
Capture
Volume,
VBMP
(cubic
feet)
Proposed
Volume
on Plans
(cubic
feet)
AT
Σ=147232.8 Σ=72717 0.66 3,999.5
DMA
Type/ID
DMA Area
(square
feet)
Post-Project
Surface Type
Effective
Impervious
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor Enter BMP Name / Identifier
Here
[A] [B] [C] [A] x [C]
DMA 4a
75,359 Residential 0.2 0.170464

12,845.96
Design
Storm
Depth
(in)
Design
Capture
Volume,
VBMP
(cubic
feet)
Proposed
Volume
on Plans
(cubic
feet)
AT
Σ=75358.8 Σ=12846 0.66 706.5
DMA
Type/ID
DMA Area
(square
feet)
Post-Project
Surface Type
Effective
Impervious
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor Enter BMP Name / Identifier
Here
[A] [B] [C] [A] x [C]
DMA 4b Residential 0.2 0.170464 Design Design Proposed
I I I
I I I
I I I

I I I I
- 22 -
77,101 13,142.98 Storm
Depth
(in)
Capture
Volume,
VBMP
(cubic
feet)
Volume
on Plans
(cubic
feet)
AT
Σ=77101.2 Σ=13143 0.66 722.9
DMA
Type/ID
DMA Area
(square
feet)
Post-Project
Surface Type
Effective
Impervious
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor Enter BMP Name / Identifier
Here
[A] [B] [C] [A] x [C]
DMA 5
324,522 Residential 0.7 0.493894

160,279.47
Design
Storm
Depth
(in)
Design
Capture
Volume,
VBMP
(cubic
feet)
Proposed
Volume
on Plans
(cubic
feet)
AT
Σ=324522 Σ=160279 0.66 8,815.4
DMA
Type/ID
DMA Area
(square
feet)
Post-Project
Surface Type
Effective
Impervious
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor Enter BMP Name / Identifier
Here
[A] [B] [C] [A] x [C]
DMA 6
341,510 Residential 0.7 0.493894

168,669.94
Design
Storm
Depth
(in)
Design
Capture
Volume,
VBMP
(cubic
feet)
Proposed
Volume
on Plans
(cubic
feet)
AT
Σ=341510.4 Σ=168670 0.66 9,276.8
DMA
Type/ID
DMA Area
(square
feet)
Post-Project
Surface Type
Effective
Impervious
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor Enter BMP Name / Identifier
Here
[A] [B] [C] [A] x [C]
DMA 7a
207,781 Residential 0.85 0.66126925

137,399.32
Design
Storm
Depth
Design
Capture
Volume,
Proposed
Volume
on Plans
I I I
I I I
I I I
- 23 -
(in) VBMP
(cubic
feet)
(cubic
feet)
AT
Σ=207781.2 Σ=137399 0.66 7,557.0
DMA
Type/ID
DMA Area
(square
feet)
Post-Project
Surface Type
Effective
Impervious
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor Enter BMP Name / Identifier
Here
[A] [B] [C] [A] x [C]
DMA 8
59,677 Commercial 0.2 0.170464

10,172.81
Design
Storm
Depth
(in)
Design
Capture
Volume,
VBMP
(cubic
feet)
Proposed
Volume
on Plans
(cubic
feet)
AT
Σ=59677.2 Σ=10173 0.66 559.5
DMA
Type/ID
DMA Area
(square
feet)
Post-Project
Surface Type
Effective
Impervious
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor Enter BMP Name / Identifier
Here
[A] [B] [C] [A] x [C]
DMA
ROW
SOUTH

137,650 Right of Way 0.7

0.493894

67,984.31
Design
Storm
Depth
(in)
Design
Capture
Volume,
VBMP
(cubic
feet)
Proposed
Volume
on Plans
(cubic
feet)
AT
Σ=137649.6 Σ=67984 0.66 3,739.1
DMA
Type/ID
DMA Area
(square
feet)
Post-Project
Surface Type
Effective
Impervious
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor Enter BMP Name / Identifier
Here
[A] [B] [C] [A] x [C]
DMA
ROW
NORTH

175,982 Right of Way 0.7

0.493894

86,916.65 Design
Storm
Depth
(in)
Design
Capture
Volume,
VBMP
(cubic
feet)
Proposed
Volume
on Plans
(cubic
feet)
I I I
- 24 -
AT
Σ=175982.4 Σ=86917 0.66 4,780.4
DMA
Type/ID
DMA Area
(square
feet)
Post-Project
Surface Type
Effective
Impervious
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor Enter BMP Name / Identifier
Here
[A] [B] [C] [A] x [C]
DMA
ROW
EAST

221,720 Right of Way 0.7

0.493894

109,506.38
Design
Storm
Depth
(in)
Design
Capture
Volume,
VBMP
(cubic
feet)
Proposed
Volume
on Plans
(cubic
feet)
AT
Σ=221720.4 Σ=109506 0.66 6,022.9
[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 - 25 -
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 measures 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 subregional 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.

The right of way does not drain to a BMP.
- 26 -
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 these 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 lieu 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
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 ~
~
~
□
~
□
~
□
~ ~ ~ ~ ~ ~ ~ ~
- 27 -
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
N/A
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)
PostProject
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]
N/A
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] X (1-[H]) [I]
[B], [C] is obtained as described in Section 2.3.1 from the WQMP Guidance Document [E] is 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 [F] =
- 28 -
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
N/A
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. - 29 -
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 WQMP 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 concentration1 of storm water runoff for the postdevelopment 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 results 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
Time of
Concentration

INSERT VALUE INSERT VALUE INSERT VALUE
Volume (Cubic Feet) INSERT VALUE INSERT VALUE INSERT VALUE □
□
- 30 -
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.

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 Sensitivity 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:

The western portion of the site is exempt from hydromodification per the 2012 Hydromodification Applicability Map. The eastern portion of the site was not exempt per the 2012 map, but the Current MDP map indicates that the eastern portion drains to an improved line "F:

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 predevelopment 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. ~ □
- 31 -
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 Checklist. 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 continue 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.

Table G.1 Permanent and Operational Source Control Measures Potential Sources of Runoff
pollutants
Permanent Structural
Source Control BMPs
Operational Source Control BMPs
Trash & Debris/ Sedimentation Trash Inlet Filters
Trash & Debris/ Sedimentation Street Sweeping
Trash & Debris/ Sedimentation Storm Drain Stenciling
Trash & Debris/ Sedimentation Restrict outdoor storage
Trash & Debris/ Sedimentation Maintain trash and debris storage areas Runoff Reduction Efficient Irrigation
Trash & Debris/ Sedimentation Maintain Dock Aras
- 32 -
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 H.1 Construction Plan Cross-reference
BMP No. or ID BMP Identifier and Description Corresponding Plan Sheet(s) BMP 1 Infiltration and/or bioretention To be designed with sitedevelopment-specific WQMP BMP 2 Infiltration and/or bioretention To be designed with sitedevelopment-specific WQMP BMP 3a Infiltration and/or bioretention To be designed with sitedevelopment-specific WQMP BMP 3b Infiltration and/or bioretention To be designed with sitedevelopment-specific WQMP BMP 4a Infiltration and/or bioretention To be designed with sitedevelopment-specific WQMP BMP 4b Infiltration and/or bioretention To be designed with sitedevelopment-specific WQMP BMP 5 Infiltration and/or bioretention To be designed with sitedevelopment-specific WQMP BMP 6 Infiltration and/or bioretention To be designed with sitedevelopment-specific WQMP BMP 7a Infiltration and/or bioretention To be designed with sitedevelopment-specific WQMP BMP 7b Infiltration and/or bioretention To be designed with sitedevelopment-specific WQMP BMP 8 Infiltration and/or bioretention To be designed with sitedevelopment-specific WQMP 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.
- 34 -
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. Geolocating 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: Insert text here.

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. □
- 35 -
Appendix 1: Maps and Site Plans
Location Map, WQMP Site Plan and Receiving Waters Map
TRACT 38421 PRELIMINARY

WATER QUALITY EXHIBIT
16842 Von Karman Avenue, Suite #150
Irvine, CA 92606
949.668.1683
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DATE!l/21/2022
JOB NO. 211203
CPN: PEN22-077
TTM: 38421
5- SHEET
N 1156 NORTH MOUNTAIN AVENUE
UPLAND, CALIFORNIA 91785-0670 CITY OF MORENO VALLEY 0 1 INCH 1 00 FEET J TEL: (909) 985-0971
.;:L _________________________________________________________________________________ CALIFORNIA w bJ 1
_1 ______________ __JL_ ______________ .....L ___________________________ ....1... ___ ....:.... _ __J

TOWN CENTER AT MORENO VALLEY
TRACT 38421

WATER QUALITY DETAILS
16842 Von Karman Avenue, Suite #150
Irvine, CA 92606
949.668.1683
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PLAN PREPARED BY:
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(TYP) TO PONDING DEPTH
J" l',EIR DEPTH MIN

DIRECT OVERFLOW DISCHARGE PER TO
STORM DRAIN CONVEYANCE. INSTALL

BENDS AS NECESSARY FOR

CONNECTION
OVERFLOW DRAIN: 6" DIA. PVC PIPE
WITH ATRIUM GATE INLET AT 4" ABOVE

FINISH GRADE
OB ERVATION 1',ELL/SDR 35
0 RFLOW STANDPIPE W/NDS
GR TE ELEVATION (T.G.)
(PE PLAN)
MULCH
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---,---2•-o• MINI-. --

APPROVED GEOTECHN
':--,: ~ ' :--,:
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1. AT LEAST 18 INCHES SHALL BE PRO\nDED BETl',£EN THE

PLANTING SURFACE AND THE CREST OF EACH PLANTER

2. PLANTERS SHALL NOT BE GRADED INTERNALLY WITH UNEVEN OR SLOPED SURFACES.

3. TOP SOIL/PLANTING MIX IS AT LEAST 24" DEEP.

4. TOP SOIL CONTAINS NO MORE THAN JO% COMPOST.

5. MINIMUM GRAVEL LAYER SHALL BE 24" DEEP.

6. DIRECT OVERFLOW DISCHARGE PER SHALL DISCHARGE TO THE STORM CONVEYANCE PIPE WITH MIN. SLOPE OF 0.5%.

7. SEE PLANTERS BOX FACT SHEET (LID ORDINANCE #181899) FOR MORE INFORMATION.

8. PLANTER WALLS PER BUILDING PLANS. EXPOSED WALLS TO
MATCH BUILDING.

9. LANDSCAPE PLANTINGS SHALL BE PER LANDSCAPE PLANS.

10. PLANTER BOX LOCATION AS SHOWN ON PLANS.
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DRAIN PIPE
6" PERF. DRAIN MIN
6"STONE BELOW DRAIN

BUILDING/PLANTER FOOTING

PER SEPARATE PLAN
10' O.C. LONGITUDINAL MANIFOLD 4"
DIA. PVC PERFORATED COLLECTION

PIPE WRAPED IN NON-WOVEN

GEOTEXTILE MEMBRANE PER PROJECT
PLANS

SECTION

NOT TO SCALE
PLAN PREPARED FOR:
---------< 1 CONCEPTUAL BMP 0

SEE NOTE BELOW NTS
BIORETENTION BMP CONCEPllJAL IN NAllJRE. FINAL SIZE, LOCATION,

AND BMP TYPE (FILTRATION, RETENTION, SUB SURFACE INFILTRATION) IS DEPENDANT ON LOT-SPECIFIC BMPs AS WELL AS LOT-SPECIFIC

INFILTRATION FEASIBILITY ANALYSIS
f Cannon LEWIS MANAGEMENT CORP.
~ CITY OF MORENO VALLEY
1156 NORTH MOUNTAIN AVENUE
UPLAND, CALIFORNIA 91785-0670
TEL: (909) 985-D971
DATE: 7 /6/22
JOB NO. 211203
CPN: PEN22-077
TTM: 3B421
SHEET
2 J CALIFORNIA w Q 2
s:~--------------------------------------------------------------------------------------~---------------~----------------~----------------------------~------~ - 33 -
Appendix 2: Construction Plans
Grading and Drainage Plans

NASON STREET

A L E S S A N D R O B O U L E V A R D

COTTONWOOD AVENUE

BAY AVENUE A STREET A STREET NASON STREET
PARCEL 2
PARCEL 1
16842 Von Karman Avenue, Suite #150
Irvine, CA 92606
949.668.1683
A
NO. 9584
ARON P. TILLMAN
S
P
R
O

FESSIONAL LAND SURVEY
O
R

STA TE OF CA LIFORNIA
NO. 42549

WILHELM JOHN MAUL
R
E

GISTERED PROFESSIONAL ENGIN
E
E
R

STATE OF CALIFORNIA
EXP.

CIV IL
03/31/2024

TOWN CENTER AT MORENO VALLEY
TENTATIVE TRACT MAP 38421

PRELIMINARY GRADING PLAN
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LEGAL DESCRIPTION: LEGEND AND ABBREVIATIONS PREL Y GRADING PIAN FOR

THE LAND IS SITIJATED IN THE CITY OF MORENO VALLEY,

COUNTY OF RIVERSIDE, STATE OF CALIFORNIA, AND IS
DESCRIBED AS FOLLOWS:

PARCEL A: APN 487 470 31

21.94 ACRES M/L IN POR LOTS 2 & 8 BLK 93 AND LOT
7 BLK 93 MB 011/010 SB BEAR VALLEY&: ALESSANDRO
DEVELOPMENT CO LOT 2 BLOCK 93 SUBDIVISIONNAME

BEAR VALLEY & ALESSANDRO DEVELOPMENT CO ACRES
021.94 M/L LOT TYPE LOT REC MAP TYPE MAP BOOK
RECORDED CO CODE SB MAP PLAT B 011 MAP PLAT P
010 PORTION LOT PORTION LOT 7 LOT TYPE LOT PORTION
LOT PORTION LOT 8 LOT TYPE LOT
PARCEL B· APN 487 470 30

34.48 ACRES M/L IN POR LOTS 1 & 8 BLK 104 AND
LOTS 2 & 7 BLK 104 MB 011/010 SB BEAR VALLEY &
ALESSANDRO DEVELOPMENT CO LOT 1 BLOCK 104
SUBDIVISION NAME BEAR VALLEY &: ALESSANDRO
DEVELOPMENT CO ACRES 034.48 M/L LOT TYPE LOT REC

MAP TYPE MAP BOOK RECORDED CO CODE SB MAP PLAT
B 011 MAP PLAT P 010 PORTION LOT PORTION LOT 2
LOT TYPE LOT PORTION LOT PORTION LOT 7 LOT TYPE
LOT LOT 8 LOT TYPE LOT
FLOOD ZONE:

ZONE X - AREAS DETERMINED TO BE OUTSIDE THE 0.2'1:

ANNUAL CHANCE FLOOD PLAIN
GENERAL PLAN LAND USE DESIGNATION:

EXISTING:

PROPOSED:

SITE: VACANT
NORTH: RESIDENTIAL
SOUTH: VACANT, RESIDENTIAL
NORTHWEST: RESIDENTIAL
SOUTHWEST: VACANT
EAST: RESIDENTIAL, CIVIC, COMMERCIAL
LOTS 1,2,3,5,6: RESIDENTAL
LOT 7: COMMERCIAL
LOTS 4 AND 8: PARK / OPEN SPACE
ZONING DESIGNATION:

EXISTING: SITE:

NORTH:

SOUTH:

NORTHWEST:

SOUTHWEST:

EAST:

DC-DOWNTOWN CENTER

DC-DOWNTOWN CENTER

DC-DOWNTOWN CENTER

DC-DOWNTOWN CENTER

DC-DOWNTOWN CENTER

DC-DOWNTOWN CENTER
PROPOSED:

APN:

SITE: SPECIFIC PLAN 222 OVERLAY, TO BE ADDED

TO DC-DOWNTOWN CENTER
487-470-031 & 487-470-030
PROJECT AREA:

GROSS: 63.50 ACRES
NET: 57.34 ACRES
•INCLUDES AREAS OF EXISING PARCELS (PRIOR TO BAY VACATION) AS GROSS, MINUS ONSITE RIGHT OF WAY EASEMENTS FOR NET.

EARTHWORK:
95,92,378 CY CUT
82,480 CY FILL
9 898 CY SHRINKAGE
0 CY IMPORT /EXPORT (BALANCE)

LOT AREAS

EXISTING EXISTING DEDICATION/

PROPERTY LINE

RIGHT-OF-WAY

EASEMENT/SETBACK

STREET CENTERLINE
CURB

CURB & GUTTER

WATER MAIN

SANITARY SEWER LINE

STORM DRAIN LINE

GAS LINE
EDISON

TELEPHONE
OIL

CITY OF MORENO VALLEY
TV
ACRE

SQUARE FEET

CENTERLINE
CURB

EXISTING

FLOW LINE
MEDIAN

OPEN SPACE

PUBLIC FACILITY

PRIVATE ACCESS EASEMENT

PROPERTY LINE

RIGHT OF WAY

STORM DRAIN

SANITARY SEWER

TOP OF CURB

TOP OF GRATE

BOTTOM OF WALL

TOP OF WALL

UNLESS NOTED OTHERWISE

NOT A PART OF THIS PLAN

EXISTING PROPOSED
---X"V,v-/ ---
---x·s---
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AC
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MED
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PF
PAE
PL / 11,
R/W or RW
SD
ss
TC
TG
BW
TW
U.N.O.

NAP
CITY PEN NUMBERS:
(PEN22-0077)
THOMAS BROS PAGE:

PAGE:

PAGE:

PAGE:

PAGE:

COMMENTS
718, GRID: A4
718, GRID: AS
718, GRID: 84
718, GRID: 85
OWNER:

CITY MORENO VALLEY

LOT R/W OR EASEMENT SUBDIVISION (AC)
14177 FREDERICK ST.,
MORENO VALLEY, CA 92553
LOT
COTTONWOOD AVENUE D 0.61 0.0610
NASON STREET E 1.4340 2.3190
ALLESANDRO AVENUE F 1.6620 0.1100
BAY AVENUE A 2.4260
"A" STREET B,C
EMl'lll 0.251'
LOT 1 1 26.2920
LOT 2 2 34.4600
LOT 3 3
LOT 4 4
LOT 5 5
LOT 6 6
LOT 7 7
LOT 8 8
SUM AREAS 66.8830 2.7410

TOTAL AREAS

69.624 AC
(EX)

0.7080 (RE)DEDICA TE

3.9390 (RE)DEDICA TE

1.9070 (RE)DEDICA TE

1.8460 VACATE, REDEDICATE

3.8880 DEDICATE

MAINTAIN

6.9220 RESIDENTIAL

8.5960 RESIDENTIAL

5.7460 RESIDENTIAL

3.4980 OPEN SPACE

7.4480 RESIDENTIAL

7.7430 RESIDENTIAL

16.0060 COMt.tERICAL

1.3770 OPEN SPACE

69.6240

69.624 AC. (PR)
DEVELOPER:

LEWIS MANAGEMENT CORP.

ATTENTION: JOSEPH EDWARDS
1156 NORTH MOUNTAIN AVENUE
UPLAND, CALIFORNIA 91785-0670
PHONE: (909) 985-0971
EN GI NEER /SURVEYOR:

CANNON
ATTENTION: WILHELM MAUL
16842 VON KARMAN AVENUE, SUITE 150
IRVINE, CA, 92606
PHONE: 949-668-1683
UTILITIES:
-----------
'-... , WATER:

SEWER:

GAS:

EASTERN MUNICIPAL WATER DIS , ICT
EASTERN MUNICIPAL WATER DISTl!IICT
SOUTHERN CALIFORNIA GAS COMP.ANY
ELECTRIC:

TELECOMMUNICATIONS:

CITY OF MORENO VALLEY

FRONTIER & SPECTRUM
OWNER STATEMENT: ',, THE OWNER, AS IDENTIFIED HEREIN, IS FEE OWNER OF THE EXISTING LOTS NORTH AND SOUTH OF THE EXISTING -,,r------ BAY AVENUE AT THE TIME OF THE TENTATIVE MAP '-,,_ PREPARATION. --,,_ i ,_, "\.,..., ',,
PORTIONS OF BAY, ALESSANDRO, AND NASON THAT ABUT THE PROJECT EXIST AS RIGHT OF WAY AND WILL PROJECT DESCRIPTION '-,,,, './6: 1602~ ' ::::c-~ EASEMENT \ Oo ., ........ \ TABLE8E RE-DEDICATED AS PART OF THE MAP

AFFECTS PURPOSE REFERENCE BENEFICIARY DOC/LOC

EXISTING
1 PUBUC UTILITIES & DOC #1977-43349 OF SCEC

INCIDENTAL PURPOSE OFFICIAL RECORDS
2 BOUNDARY BOOK 80, PAGE 53 OF COUNTY OF

RECORDS OF SURVEY RIVERSIDE
3 ROAD & UTILITIES DOC #1993-211297 OF CITY OF MORENO

OFFICIAL RECORDS VALLEY
4 PIPELINE DOC #2012-0177957 OF EMWD

OFFICIAL RECORDS
5 ROAD & UTILITIES DOC #2013-463248 OF CITY OF MORENO

OFFICIAL RECORDS VALLEY
6 DRAINAGEDO DOC #2013-484376 OF CITY OF MORENO

OFFICIAL RECORDS VALLEY

PROPOSED

AA DRAINAGE EASEMENT DEDICATED WITH MAP

BB MUV ELECTRIC DEDICATED PER

SEPARATE DOCUMENT
cc EMl'lll DEDICATED PER

SEPARATE DOCUMENT
PR. COMMENT DISPOSITION

QUITCLAIM

QUITCLAIM

CONVERT TO

RIGHT OF WAY

QUITCLAIM

CONVERT TO

RIGHT OF WAY

MAINTAIN

PROPOSED

PROPOSED

PROPOSED
-- ~E ~~oii~~N~s ~~o~~~~E l~~l~E~~~R6~~ oN-,\____ ■- \\1t]"--?i"k-----', ...... , \.,,_ __ , ,.., LIMITS, SUBDIVISION OF THE RESULTING VACATION ljND '-,, , '-----, ADJACENT TWO LOTS TO 6 BUILDABLE PARCELS, ",' \__ 1600-"'-,,· ::;::-----'-_-_" PARK PARCELS, DEDICATION OF BAY AVENUE (TO , t--:::~ \ ',, DEMINSION SHOWN), DEDICATION OF "A" STREET ( 1 ~:;__J '",,, •--_, DIMENSION SHOWN), REDEDICATION AND CONVERSI ) OF -,,,,_- , ',,,--,_,, RIGHT OF WAY EASEMENTS FOR ADJACENT COTTO 000--,, 0 ·-''-'11"'-' ;:: , _~, +----'',_,__ -, __ ,,,- AVENUE, ALESSANDRO AVENUE, AND NASON STR T. \ _ gJ...J ' 1598__;:, THE PROJECT DOES NOT PROPOSE LOT-SPECIF\C --_ _ _, ,, fTifr6i----- :~~~E~ ~;RRENT WITH MAPPING. 'i, '',--,,,,, = ',,_''-,,,,,~~:~~T :cf----",_,---,_,~~.9-~..,.,.,..., ' ' THERE ARE NO WELLS WITHIN THE PROJECT OR
200' OF THE PROJECT '-,-, 1595..2i..=-=':-' ' '== ""C'.,--,,A,,,__ -,_,_ ....... , -- .. _ _, ~;~ ~f ;~~\;~~~~P!osrn sTRucwnl e l-S,:-__ -_-__ -_-__ -_ -- ~\,,_ ·Hll·~=-...,,;;~·-: =1:J:s:;9:;-4;=_ '=,,:_t==_-,._--=--::::,--,_-,-__ -_-__ -,-__ -Cz-_ 7 -,_-,-_-,,-,_-,_---'

THERE ARE NO EXISTING OR PROPOSED WA
THE PROJECT SITE.

LANDSCAPE NOTE
, .
',,,, __ ~ .......... _ ... ____ L28 115S
> LANDSCAPING WITHIN THE ROUNDABOUT, MEDIANS OR
PROPOSED PARKS MAY BE MAINTAINED BY THI,\_ JY
THORUGH A COMMUNITY FACILITY DISTRICT (CFO). '!.-OJ:&.

A AND B (PARK LOTS) TO BE INCORPORATED IN ""'i1-IE '---,, •- ,_,- CFO FOLLOWING APPROVAL OF LOT-SPECIFIC PLA S '-,,__ ./
(SEPARATE GRADING/DEVELOPMENT PLAN, WQM_P) •- ,_,
- -L20_
NO. Ii 38421
' 111
----+
' '
.,,. .. -- I .....
'
..., ______ _
' _,.
'

SURVEY NOTE
2 3
4 5
6 7
8 9
10 11

PRELIMINARY GRADING PLAN

PRELIMINARY GRADING PLAN

PRELIMINARY GRADING PLAN

PRELIMINARY GRADING PLAN

PRELIMINARY GRADING PLAN

PRELIMINARY GRADING PLAN

PRELIMINARY GRADING PLAN

OFFSITE SITE PLAN

BOUNDARY SECTIONS

ROAD CROSS SECTIONS

CONCEPT UTILITY PLAN
Parcel
Line #/Curve #
C1
C2
C3
C4
C5
C6
C7
CB
C9
C10
C14
C15
C16
C17
C18
C19
C20
C21
C22
C23
C24
C25
C26
C27
C28
L1
L2
L3
L4
L5
L6
L7
LB
L9
L10
L11
L12
L13
L14
MORENO VALLEY FRWY.

BAY AV.
60 SITE
a::

BAY AV. c::,
h! r-----;----
"1
~ -
cs
ALLESSANDRO BLVD.

Line and Curve
Table
Length Bearing/Delta

60.43' 20.73

84.31' 20.73

25.49' 58.42

40.39' 26.91

25.52' 58.50

60.42' 20.73

2.65' 0.65

25.52' 58.50

40.65' 27.08

25.56' 58.58
204.76' 5.92

53.38' 5.92

25.52' 58.50

40.41' 26.92

25.49' 58.42

25.56' 58.58

40.63' 27.07

13.27' 30.42

12.25' 28.08
81 .56' 20.06

58.46' 20.06

40.95' 20.06

58.67' 20.13

81.85' 20.13

99.42' 20.13
367.00 N0"25'56"E
104.82 S89'34'04"E
150.00 N0"25'56"E

33.96 N46'57'5B"W
489.33 S89'33'23"E

33.99 S46'57'52"E
512.95 s0·25'53"w
594.20 S89'56' 4B"E
137.28 S21"09'53"W
375.39 S0"26'03"W
458.16 N 89"33' 38"W
702.95 N0"25'56"E
578.19 S89"33'27"E
390.92 s0·25•5o•w
CACTUS AV.

Radius
167.00'
233.00'

25.00'

86.00'

25.00'
167.00'
233.00'

25.00'

86.00'

25.00'
1983.00'
517.00'

25.00'

86.00'

25.00'

25.00'

86.00'

25.00'

25.00'
233.00'
167.00'
117.00'
167.00'
233.00'
283.00'
MAP

NOT TO SCALE
Parcel Line and Curve
Table
Line #/Curve # Length Bearing/Delta Radius
L15 652. 71 NB9"33' 40"W
L16 200.95 N0'26'01"E
L17 137.28 N21'09'53"E
L1B 212.00 s0·25•5o•w
L19 31.24 S40"14'39"W
L20 570.94 NB9'33'38"W
L21 174.27 N0'26'01 "E
L22 627.06 N0"26'22"E
L25 519. 73 NB9'33' 4B"W
L27 0.21 S45'26'02"W
L28 496. 79 NB9'33'57"W
L29 593.06 N0'26'21 "E
L31 31.25 S39'23'41"E
L32 104.88 s0·25'5o•w
L33 300.1 o so·os· 32"E
L34 186.30 s0·25'5o•w
L35 35. 75 S6"20' 4B"W
L36 2s1.51 s0·25•5o•w
L37 29.21 S38"28' 45"W
L38 271.02 NB9'33'57"W
L39 70.35 S84'43'25"W
L40 144. 72 N89'33'57"W
L41 715.00 N0"26'01"E
L42 458.15 NB9'33'38"W
L43 570.94 S89'33'38"E
L44 565.48 N0"26'01 "E
L45 656.23 N0"26'01 "E
L46 90.91 N0'26'01 "E
L47 177.99 N19'37'20"W
L48 177.99 N19'37'20"W
L49 177.99 N19'37'20"W
L50 174.40 N0"30'22"E
L51 174.40 N0"30'22"E
L52 197.19 N0'30'22"E
L53 84. 77 S89"29'38"E
L54 32.53 N45'30'22"E
L55 32.53 N44'29'38"W
L56 27.00 NB9'29'38"W
~" l------------------------..---------------------------,-------------------,:-:--:::=-::::::-::----------r:::-::---===--==---------~----------------------7r;.;AT;:c=:E•.:---7 7'6'/;;,2;,-2----J ~ GEOTECHNICAL REVIEW I HEREBY CERTIFY THAT: PLAN PREPARED BY: PLAN PREPARED FOR:
e THIS PLAN HAS BEEN REVIEWED AND CONFORMS TO RECOMMENDATIONS 1. THESE PL.ANS HAVE BEEN PREPARED UNDER MY JOB NO. 211203 '
a. SUPERVISION:

OF THE SOILS ENGINEERING/GEOLOGIC REPORT DATED ----- 2. THE GRADING SHOWN HEREON WILL NOT DIVERT DRAINAGE CPN: PEN22-077 FROM ITS NATURAL DOWNSTREAM COURSE OR OBSTRUCT ~ TTM: 36421 THE DRAINAGE OF ADJACENT PROPERTIES: " Cannon LEw1s MANAGEMENT coRP. SHEET _3 1156 NORTH MOUNTAIN AVENUE
N UPLAND, CALIFORNIA 91785-0670 CITY OF MORENO VALLEY
0 TEL: (909) 985-0971 1 1 1 < PREPARED BY: CALIFORNIA o ENGINEER 8/1/2022 8/1/2022 f L _____________________________ .l._ _____ -_-_-:w~""l:.::L""'H~-=E=...,L=M-=-"""=J-._...,.M::::...,A=...,u=-L---_-_-_-_-_-_-_-_ ..:E::_X~P._::DA~T~E ____ _:~======~--.1..AAA~~O~N~P~--T~IL:'.L~M~AN~N:'..:S~----=EX:::P..:.·...:D=A::.TE:_ ________ ..1.. ____ _::...._ _________ ..1.. ________________ L ____________________________ _j_ __ _:o:.:.F __ _J

SIGN DATE
<
16842 Von Karman Avenue, Suite #150
Irvine, CA 92606
949.668.1683
NO. 42549

WILHELM JOHN MAUL
R
E

GISTERED PROFESSIONAL ENGIN
E
E
R

STATE OF CALIFORNIA
EXP.

CIV IL
03/31/2024

TOWN CENTER AT MORENO VALLEY
TENTATIVE TRACT MAP 38421

PRELIMINARY GRADING PLAN
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1. THESE PLANS HAVE BEEN PREPARED UNDER MY
SUPERVISION:

2. THE GRADING SHOWN HEREON WILL NOT DIVERT DRAINAGE

FROM ITS NATURAL DOWNSTREAM COURSE OR OBSTRUCT
THE DRAINAGE OF ADJACENT PROPERTIES:
1,,/ ,,

WATER MAIN

SANITARY SEWER LINE
STORt.4 DRAIN LINE
EASEMENT. SEE SHEET 1
SWALE LINEWORK.

EXISTING
---x·,w~---
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EASEMENT TABLE

AFFECTS PURPOSE

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1 PUBLIC UTILITIES &

INCIDENTAL PURPOSE
3 ROAD & UTILITIES
4 PIPELINE

PROPOSED

AA DRAINAGE EASEMENT

BB MUV ELECTRIC
cc EMWD
.. BO
INCH = 40 FEET
Parcel Line and Curve
Table
Line #/Curve # Length Bearing/Delta Radius
C1 60.43' 20.73 167.00'
C2 84.31' 20.73 233.00'
C6 60.42' 20.73 167.00'
C7 2.65' 0.65 233.00'
L1 367.00 N0'25'56"E
L2 104.82 S89"34'04"E
L3 150.00 N0'25'56"E
L4 33.96 N46'57'58"W
L5 489.33 S89'33'23"E
L6 33.99 S46'57'52"E
L7 512.95 S0'25'53"W
LB 594.20 S89'56'48"E
L9 137.28 S21 '09'53"W
L17 137.28 N21 '09'53"E
REFERENCE BENEFICIARY PR. COMMENT DOC/LOG DISPOSITION
DOC #1977-43349 OF SCEC QUITCLAIM

OFFICIAL RECORDS
DOC #1993-211297 OF CITY OF MORENO CONVERT TO

OFFICIAL RECORDS VALLEY RIGHT OF WAY
DOC #2012-0177957 OF EMWD MAINTAIN

OFFICIAL RECORDS
DEDICATED ~TH MAP

DEDICATED PER

SEPARATE DOCUMENT

DEDICATED PER

SEPARATE DOCUMENT

PROPOSED

PROPOSED

PROPOSED
CONSTR.UCTION ~01:BS
(i)
®
0 0
0 ©
0 @
11 PROPOSED STORM DRAIN

PROPOSED EMWD WATER MAIN

PROPOSED EMWD SEWER MAIN

PROPOSED INLET

PROPOSED SEDIMENTATION BASIN

PROPOSED CURB

PROPOSED SIDEWALK

PROPOSED EDGE OF PAVEMENT

PROPOSED DRAINAGE SWALE
COITONWOOD ~
1//'
BA.Y A\$NUE
3 5
----1
KEY MAP 0
1" = BOO'
DATE: 7 /6/22
JOB NO. 211203
CPN: PEN22-077
TTM: 3B421
SHEET _3 SIGNATURE DATE ROAD PAVEMENT 1156 NORTH MOUNTAIN AVENUE N _D_ UPLAND, CALIFORNIA 91785-0670 CITY OF MORENO VALLEY 0 INLET Ii] 1ZI:JS1 TEL: (909) 985-0971 2 1 1 < PREPARED BY: CALIFORNIA o ENGINEER 8/1/2022 3' ---,W""l""L,.,H"'ELc:-M.,-,J,--. ""'M-cAccU-,.,L_____ EXP. DATE STORMWA TER BMP SEDIMENT TRAP OF ,;: L_ _______________ l_ __ __::_:_:::.:.==_..:::....::::::.::..=...._ __ ___::::....:....::::.'...:.__ __ ~~=--_J_ ______ ~ ~~~--..L_---==------_J_--------_l_---------------L_______::_ _ _J <
16842 Von Karman Avenue, Suite #150
Irvine, CA 92606
949.668.1683
NO. 42549

WILHELM JOHN MAUL
R
E

GISTERED PROFESSIONAL ENGIN
E
E
R

STATE OF CALIFORNIA
EXP.

CIV IL
03/31/2024

TOWN CENTER AT MORENO VALLEY
TENTATIVE TRACT MAP 38421

PRELIMINARY GRADING PLAN
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DOC/LOC BENEFICIARY PR. COMMENT DISPOSlllON

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DATE: 7 /6/22
JOB NO. 211203
f Cannon LEWIS MANAGEMENT CORP.

CPN: PEN22-077
TTM: 38421
SHEET _ SWALE LINEWORK.
;:J- SIGNATURE DATE ROAD PAVEMENT 1156 NORTH MOUNTAIN AVENUE N 0 __o_ UPLAND, CALIFORNIA 91785-0670 CITY OF MORENO VALLEY INLET Iii] IZDSI < PREP'REO BY:

TEL: (909) 985-0971 3 1 1
CALIFORNIA o " ~ ENGINEER __________ 8/1/2022 J, WILHELM STORMWATER BMP SEDIMENT TRAP J. MAUL EXP. DATE OF
.;:L__ _____________ _j_ __ ~~::...::::::~--~~---=~~-L__-----~ ~ ~ --_.l_--='__ ___ _JL__ ______ __J_ _____________ _____L-=-_::____J <
16842 Von Karman Avenue, Suite #150
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949.668.1683
NO. 42549

WILHELM JOHN MAUL
R
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EXP.

CIV IL
03/31/2024

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L56 27.00 N89"29'38"W

REFERENCE

DOC/LDC
DOC #1977-43349 OF

OFFICIAL RECORDS
DOC #1993-211297 OF

OFFICIAL RECORDS
DOC #2013-463248 OF

OFFICIAL RECORDS
DEDICATED W11H MAP

DEDICATED PER

SEPARATE DOCUMENT

DEDICATED PER

SEPARATE DOCUMENT
BENEFICIARY PR.

DISPOSITION COMMENT

SCEC QUITCLAIM

CITY OF MORENO CONVERT TO

VALLEY RIGHT OF WAY

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VALLEY RIGHT OF WAY

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3 //
--------------l 1 KEY MAP 0
1" - 800'
DATE: 7 /6/22
JOB NO. 211203
CPN: PEN22-077
TTM: 38421
;:J- SIGNATURE DATE
SHEET
ROAD PAVEMENT 1156 NORTH MOUNTAIN AVENUE N
0 __o_ UPLAND, CALIFORNIA 91785-0670 CITY OF MORENO VALLEY INLET Iii] IZDSI < PREP'RED BY:

TEL: (909) 985-0971 4 1 1
CALIFORNIA o " ~ ENGINEER __________ 8/1/2022 J, WILHELM STORMWAlER BMP SEDIMENT TRAP J. MAUL EXP. DATE OF
.;:L_ _____________ _j__ __ ~~::...::::::~--~~---=~~-L_-----~ ~ ~ --_.l_---='__ ___ _JL__ ______ __J_ _____________ ______L _ _::_____J <
16842 Von Karman Avenue, Suite #150
Irvine, CA 92606
949.668.1683
NO. 42549

WILHELM JOHN MAUL
R
E

GISTERED PROFESSIONAL ENGIN
E
E
R

STATE OF CALIFORNIA
EXP.

CIV IL
03/31/2024

TOWN CENTER AT MORENO VALLEY
TENTATIVE TRACT MAP 38421

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2 BOUNDARY
3 ROAD & UTILITIES
5 ROAD & UTILITIES
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Line #/Curve # Length Bearing/Delta Radius

REFERENCE

DOC/LOC
C14
C15
C25
C27
C28
L34
L35
L36
L37
L38
L39
L40
L48
L49
L51
L52
L55
L56
BOOK 80, PAGE 53 OF

RECORDS OF SURVEY
DOC #1993-211297 OF

OFFICIAL RECORDS
DOC #2013-463248 OF

OFFICIAL RECORDS
DOC #2013-484376 OF

OFFICIAL RECORDS

DEDICA TIED WITIH MAP

DEDICA TIED PER

SEPARATIE DOCUMENT

DEDICA TIED PER

SEPARATIE DOCUMENT
204.76'

53.38'

40.95'

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BENEFICIARY
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RIVERSIDE
CllY OF MORENO
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CllY OF MORENO
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CllY OF MORENO
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5.92 1983.00'

5.92 517.00'

20.06 117.00'

20.13 233.00'

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PR.

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QUITCLAIM

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CONVERT TO

RIGHT OF WAY

VACATIE

PROPOSED

PROPOSED

PROPOSED
CON811llJCl10N NOIES
0 PROPOSED EMWIJ WATER MAIN
0 PROPOSED EMWIJ SEWER MAIN
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ALESSANDRO BO,uJ.d>Y.~
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KEY MAP 0 1
,· = 800'
DATE: 7 /6/22
JOB NO. 211203
CPN: PEN22-077
TTM: 3B421
SHEET
N _O_ UPLAND, CALIFORNIA 91785-0670 CITY OF MORENO VALLEY o INLET Ii] 1ZI:JS1 TEL: (909) 985-D971
< PREPARED BY: ENGINEER 8/1/2022 CALIFORNIA 5 1 1 J --W-I-LH_E_L_M_J ___ M_A_U_L_____ EXP. DATE STORMWATER BMP SEDIMENT TRAP OF ,;:L _________________________ _L _____ ::.:..:::,:.::.:::::_:_:_::::_:.=..::._ _____ .::::_..:__::..:. ____ ~:"=::==::~-__1 ___________ ~ ~~~~ ----_1._ ___ __::=-________ _L _____________ _..l _________________________ l__-=_:::'..'.:.___:,___J <
16842 Von Karman Avenue, Suite #150
Irvine, CA 92606
949.668.1683
NO. 42549

WILHELM JOHN MAUL
R
E

GISTERED PROFESSIONAL ENGIN
E
E
R

STATE OF CALIFORNIA
EXP.

CIV IL
03/31/2024

TOWN CENTER AT MORENO VALLEY
TENTATIVE TRACT MAP 38421

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PUBLIC UTILITIES &

INCIDENTAL PURPOSE
3 ROAD & UTILITIES
5 ROAD & UTILITIES

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AA DRAINAGE EASEt.4ENT
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SD
@ f Cannon -
LEWIS MANAGEMENT CORP.

SWALE LINEWORK.

Parcel Line and Curve
Table
Line #/Curve # Length Bearing/Delta Radius
cs 25.52' 58.50 25.00'
C9 40.65' 27.08 86.00'
C10 25.56' 58.58 25.00'
C22 12.25' 28.08 25.00'
L14 390.92 s0·25'5o•w
L15 652.71 Ns9·33' 4o•w
L 18 212.00 S0"25'50"W
L19 31 .24 s40·14'39"w
L20 570.94 N89"33'38"W
L31 31.25 S39"23' 41 "E
L32 104.88 s0·25•5o"w
L33 300.10 so·os•32•E
L41 715.00 N0"26'01"E
L43 570.94 S89"33'38"E
REFERENCE BENEFICIARY PR. COMMENT DOC/LDC DISPOSITION
DOC #1977-43349 OF SCEC QUITCLAIM

OFFICIAL RECORDS
DOC #1993-211297 OF CITY OF MORENO CONVERT TO

OFFICIAL RECORDS VALLEY RIGHT OF WAY
DOC #2013-463248 OF CITY OF t.40RENO CONVERT TO

OFFICIAL RECORDS VALLEY RIGHT OF WAY
DEDICATED W11H MAP PROPOSED

DEDICATED PER PROPOSED

SEPARATE DOCUMENT

DEDICATED PER PROPOSED

SEPARATE DOCUMENT

CONSJ'RUCI'ION NOTFS
0 PROPOSED EMWD WATER MAIN
0 PROPOSED INLET
0 PROPOSED SEDIMENTATION BASIN
© PROPOSED CURB
0 PROPOSED MEDIAN LANDSCAPING
© PROPOSED SIGNALIZED INTERSECTION
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11 PROPOSED DRAINAGE SWALE
COITONWOOD A+
2 <t> ~
M.YA~
3 --------------l 1 KEY MAP 0
1" - 800'
DATE: 7 /6/22
JOB NO. 211203
CPN: PEN22-077
TTM: 38421
SHEET
Iii ~
;:J- SIGNATURE DATE ROAD PAVEMENT 1156 NORTH MOUNTAIN AVENUE N UPLAND, CALIFORNIA 91785-0670 CITY OF MORENO VALLEY 0 INLET < PREP'RED BY:

TEL: (909) 985-0971 6 1 1

CALIFORNIA
o " ~ ENGINEER 8/1/2022 J, WILHELM STORMWATER BMP SEDIMENT TRAP J. MAUL EXP. DATE OF
.;:L_ _____________ _j_ __ ~~::...::::::~--~~---=~~-L_-----~~~--_l___----='____ ___ _JL_ ______ _____J_ _____________ _____L_::__::____J <
16842 Von Karman Avenue, Suite #150
Irvine, CA 92606
949.668.1683
NO. 42549

WILHELM JOHN MAUL
R
E

GISTERED PROFESSIONAL ENGIN
E
E
R

STATE OF CALIFORNIA
EXP.

CIV IL
03/31/2024

TOWN CENTER AT MORENO VALLEY
TENTATIVE TRACT MAP 38421

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EASEMENT TABLE

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PROPOSED

BB MUV ELECTRIC
cc EMWD
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Parcel Line and Curve
Table
Line #/Curve # Length Bearing/Delta Radius
C1 60.43' 20.73 167.00'
C6 60.42' 20.73 167.00'
C7 2.65' 0.65 233.00'
L7 512.95 s0·25•53"w
L13 578.19 S89"33'27"E
L14 390.92 s0·25•5o•w
L17 137.28 N21 "09'53"E
REFERENCE BENEFICIARY PR. COMMENT DOC/LOC DISPOSITION
DOC #1993-211297 OF Cl1Y OF MORENO CONVERT TO

OFFICIAL RECORDS VALLEY RIGHT OF WAY

DEDICATED PER PROPOSED

SEPARATE DOCUMENT

DEDICATED PER PROPOSED

SEPARATE DOCUMENT
CONSTR.lJCl10N Jt-tOIES
0 PROPOSED STORM DRAIN
0 PROPOSED EM\\O WATER MAIN
0 PROPOSED EM\\O SEWER MAIN
0 PROPOSED INLET
© PROPOSED CURB
0 PROPOSED SIDEWALK
COITONWOOD A+
2 (t) _l!__
3 ~ _I
~4t,
ALESSANDRO eoUARD
5 ----1
KEY MAP 0
,· = 800'
DATE: 7 /6/22
JOB NO. 211203
CPN: PEN22-077
TTM: 3B421
SHEET _3 SIGNATURE DATE ROAD PAVEMENT 1156 NORTH MOUNTAIN AVENUE N __D__ UPLAND, CALIFORNIA 91785-0670 CITY OF MORENO VALLEY 0 INLET Ii] 1ZI:JS1 TEL: (909) 985-0971 7 1 1 < PREPARED BY: CALIFORNIA o ENGINEER 8/1/2022 3' -----,W"'lc-L,-,H"'EL""Mc-,,-J,-_ ""'M..,.A,.,U""L_____ EXP. DATE STORMWA TER BMP SEDIMENT TRAP OF c;: L_ _______________ l_ __ ____::_:_:==...:::....:::::=-=----__ __::::....:....::::.'...:___ __ ~~=---_L ______ ~ ~~~--..L_---=:___ ____ _j__ ________ __J_ _______________ L_____::_ _ _J <
16842 Von Karman Avenue, Suite #150
Irvine, CA 92606
949.668.1683
NO. 42549

WILHELM JOHN MAUL
R
E

GISTERED PROFESSIONAL ENGIN
E
E
R

STATE OF CALIFORNIA
EXP.

CIV IL
03/31/2024

TOWN CENTER AT MORENO VALLEY
TENTATIVE TRACT MAP 38421

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THIS PLAN HAS BEEN REVIEWED AND CONFORMS TO RECOMMENDATIONS or THE SOILS ENGINEERING/GEOLOGIC REPORT DATED -----

1. THESE PLANS HAVE BEEN PREPARED UNDER MY
SUPERVISION:

2. THE GRADING SHOWN HEREON WILL NOT DIVERT DRAINAGE

FROM ITS NATURAL DOWNSTREAM COURSE OR OBSTRUCT
THE DRAINAGE or ADJACENT PROPERTIES:

WAlER MAIN

SANITARY SEWER LINE

STORM DRAIN LINE
EASEMENT. SEE SHEET 1

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0 PROPOSED EMWD WA lER MAIN
0 PROPOSED EMWD SEWER MAIN
0 PROPOSED INLET
0 PROPOSED SEDIMENTATION BASIN
© PROPOSED CURB
0 PROPOSED MEDIAN LANDSCAPING
© PROPOSED SIGNALIZED INlERSECTION
0 PROPOSED SIDEWALK
@ PROPOSED EDGE OF PAVEMENT
SHEET 2
--------------1 1 KEY MAP 0
1· - 800'
DATE: 7 /6/22
JOB NO. 211203
CPN: PEN22-077
TTM: 38421
;:J- SIGNATURE DATE
SHEET
ROAD PAVEMENT 1156 NORTH MOUNTAIN AVENUE N
0 _a_ UPLAND, CALIFORNIA 91785-0670 CITY OF MORENO VALLEY INLET Iii] IZDSI < PREP'REO BY:

TEL: (909) 985-0971 8 1 1
CALIFORNIA o " ~ ENGINEER __________ 8/1/2022 J, WILHELM STORMWAlER BMP SEDIMENT TRAP J. MAUL EXP. DATE OF
,;:L_ _____________ _j_ __ ~~::...::::::~--~~---=~~-L_-----~ ~ ~ --_l__---='__ ___ _JL_ ______ __J_ _____________ __L-=-_::____J 16842 Von Karman Avenue, Suite #150
Irvine, CA 92606
949.668.1683
NO. 42549

WILHELM JOHN MAUL
R
E

GISTERED PROFESSIONAL ENGIN
E
E
R

STATE OF CALIFORNIA
EXP.

CIV IL
03/31/2024

TOWN CENTER AT MORENO VALLEY
TENTATIVE TRACT MAP 38421

BOUNDARY SECTIONS
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1640 1640
1630 1630
1620 1620
1610 PR. SURFACE 1610
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A-A PROFILE VIEW
SCALE: HORIZ. 1" = 40'; VERT. , .. = 40'

SURFACE
1650
1640
1630
1620
1610
16oi+oo 0+50 1+00 1+50

E-E PROFILE VIEW
SCALE: HORIZ. 1" = 40'; VERT. 1" = 40'
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1650
1640
1630
1620
1610
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1630 1630 1630
1620 1620 1620
1610 1610 1610
1600 1600 1600
1590 1590 1590
15ai+oo 0+50 1+00 1+$~80 15ai+oo

B-B PROFILE VIEW
SCALE: HORIZ. 1" = 40'; VERT. 1" = 40'

UNDEVELOPED LAND
1650 1650
1640 1640
1630 1630 -1.6% - 1620 1620
1610 1610
16oi+oo 0+50 1+00 1 +5131-68°0

F-F - PROFILE VIEW
SCALE: HORIZ. 1" = 40'; VERT. 1" = 40'
:;:;1-------------------------------,,---------------------------------, g GEOTECHNICAL REVIEW "O
0 ~
"- THIS PLAN HAS BEEN REVIEWED AND CONFORMS TO RECOMMENDATIONS or THE SOILS ENGINEERING/GEOLOGIC REPORT DATED -----
I HEREBY CERTIFY THAT:

1. THESE PLANS HAVE BEEN PREPARED UNDER MY
SUPERVISION:

PLAN PREPARED BY:

ALLESSANDRO
1630
1650
1620
1640
1610
1630
1600
1620
1590
1610
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G-G PROFILE VIEW
SCALE: HORIZ. 1" = 40'; VERT. 1" = 40'
PLAN PREPARED FOR:

2. THE GRADING SHOWN HEREON WILL NOT DIVERT DRAINAGE

FROM ITS NATURAL DOWNSTREAM COURSE OR OBSTRUCT
THE DRAINAGE or ADJACENT PROPERTIES: f Cannon LEWIS MANAGEMENT CORP. ~ SIGNATURE DATE ~ 1156 NORTH MOUNTAIN AVENUE 0+50
0-0
SCALE: HORIZ.

NASON ST.
1650
1640
1630
1620
1+00 1+50

PROFILE VIEW
1" = 40'; VERT. 1" = 40'

COITONWOOD AVFNUE
1//'

KEY MAP
DATE: 7 /6/22
JOB NO. 211203
CPN: PEN22-077
TTM: 3B421
SHEET
N UPLAND, CALIFORNIA 91785-0670 CITY OF MORENO VALLEY
<-'.; ~ PREPARED BY: TEL: (909) 985-D971 9 1 1
o ENGINEER 8/1/2022 CALIFORNIA 3' --W-1-LH_E_L_M_J ___ M_A_U_L____ EXP. DATE OF s:L _________________________ _L _____ ::.:..:::.:.::.:::::.....:..:....::::.:.=..::._ _____ .::::_.:....:.:..:. ____ ~:"=::==::~-__1 ____________________ __1_ ___ _::=-________ __L _____________ _..l _________________________ l_-=___:::'..'.:__.:___J 16842 Von Karman Avenue, Suite #150
Irvine, CA 92606
949.668.1683
NO. 42549

WILHELM JOHN MAUL
R
E

GISTERED PROFESSIONAL ENGIN
E
E
R

STATE OF CALIFORNIA
EXP.

CIV IL
03/31/2024

TOWN CENTER AT MORENO VALLEY
TENTATIVE TRACT MAP 38421

ROAD CROSS SECTIONS
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TTM 38421
(2')
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MAX
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(12')
12'
(5.5') (8')

PROPOSED
134' (i
67'
55'
12' 14' 9' 9' 14'
CLASS 5 DIVIDED ARlERIAL {ALESSANDRO BLVD)
(55')
(43')
(12')
(2%)
i!-WIIUINilC

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MVSl-101A-1
(14')
(110') (i
(9') (9')
4 LANE DIVIDED ARlERIAL NASON ST

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N.T.S.
(14')

EXISTING
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FUTURE
67'
55'
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(55')
(43')
(12') (8')
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THIS PLAN HAS BEEN REVIEWED AND CONFORMS TO RECOMMENDATIONS or THE SOILS ENGINEERING/GEOLOGIC REPORT DATED -----
DATE
I HEREBY CERTIFY THAT:

1. THESE PLANS HAVE BEEN PREPARED UNDER MY
SUPERVISION:

2. THE GRADING SHOWN HEREON WILL NOT DIVERT DRAINAGE

FROM ITS NATURAL DOWNSTREAM COURSE OR OBSTRUCT
THE DRAINAGE or ADJACENT PROPERTIES:
12'

6.5 S/W
(12')
8'
R/W
12'
6'
MIN.
(2')
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(2: 1)
SLOPE
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~-
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R W
(2')
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l--------i--------------~-+-~----+-----------11-------i PLAN PREPARED BY:
(2: 1)
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(2: 1)
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MAX
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MAX
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(6.5')
MIN.

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% 2%
(8')
11'
(12') (12') (12')
MINOR ARlERIAL (COTTONWOOD AVE)

6.5'
MIN.

TYPICAL SECTION
MVSl-105A-2
8' 14'
2%
66'
44'
(i
14'
2%
LOCAL COLLECTOR (BAY AVE. & A ST.)

TYPICAL SECTION
NVSl-1068-0
N.T.S.

PLAN PREPARED FOR:
f Cannon LEWIS MANAGEMENT CORP.
12· 8"
11'

6.5'
8' MIN.

1.5%
MAX
-

PROPOSED
N.T.S.

6.5'
MIN.

R/W
2% 2
2% 2
2'
MIN.
2:1
SLOPE
MAX
2:1
SLOPE
MAX
~ SIGNATURE ~ 1156 NORTH MOUNTAIN AVENUE
2'
MIN.
2:1
SLOPE
MAX
2: 1
SLOPE
MAX
TTM 38421
DATE: 7 /6/22
JOB NO. 211203
CPN: PEN22-077
TTM: 3B421
SHEET
N UPLAND, CALIFORNIA 91785-0670 CITY OF MORENO VALLEY
<-'.; ~ PREPARED BY: TEL: (909) 985-0971 0 1 1
o ENGINEER 8/1/2022 CALIFORNIA
3' --W-IL_H_E-LM_J ___ M_A_U_L_____ EXP. DATE OF s:L _________________________ _L _____ ::.:..:::_:.::.:::::.....:..:....::::.:.=..::._ _____ .::::..:....:.:..:. ____ ~:"=::==::~-_1 ____________________ _1_ ___ __::=-________ _L _____________ _..l _________________________ l..:..._=::'..'.:__.:..__J

A STREET BAY AVENUE

A STREET

NASON STREET NASON STREET COTTONWOOD AVENUE ALESSANDRO BOULEVARD ALESSANDRO BOULEVARD ALESSANDRO BOULEVARD <

TOWN CENTER AT MORENO VALLEY
TENTATIVE TRACT MAP 38421

CONCEPT UTILITY PLAN
16842 Von Karman Avenue, Suite #150
Irvine, CA 92606
949.668.1683
NO. 42549

WILHELM JOHN MAUL
R
E

GISTERED PROFESSIONAL ENGIN
E
E
R

STATE OF CALIFORNIA
EXP.

CIV IL
03/31/2024
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TERM I NA TE PROP'D

SANITARY SEWER
EX. GAS
EX.WAlER
EX. MVU ELEC
4 S,,9------S,,8--
□
PROTECT EX. SANIA TRY
SEWER
(SER'v1CES SCHOOL,

OFFSITE)
EX. BOOSTER STATION
ss
--=-llflll..1:z =---=----=--J;l'lll.;-
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4 EX. SCE ELECTRIC
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ss-
-=-
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3 CONNECT TO EX. DRAIN
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CONNECT TO EX. WATER
H-114--12
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CONNECT TO EX.

SANITARY SEWER
CONNECT TO EX.

STORM DRAIN
"""';tfl.l.J II ~""~CONNECT TO EX.

WATER
1 I 1, 1 1 1 1 :8 1----------~- -...JI.LL.l. ______ LJL_ ______ --r-______________ __J,__L __________ __c_.,__-----, LEGEND g GEOTECHNICAL REVIEW
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0 N
-

THIS PLAN HAS BEEN REVIEWED AND CONFORMS TO RECOMMENDATIONS OF THE SOILS ENGINEERING/GEOLOGIC REPORT DATED ___ _
I HEREBY CERTIFY THAT:

1. THESE PLAHS HAVE BEEN PREPARED UNDER MY
SUPERVISION:

2. THE GRADING SHOWN HEREON WILL NOT DIVERT DRAINAGE

FROM ITS NATURAL DOWNSTREAM COURSE OR OBSTRUCT
THE DRAINAGE OF ADJACENT PROPERTIES:

WATER MAIN

SANITARY SEWER LINE

STORM DRAIN LINE
EASEMENT. SEE SHEET 1
SWALE LINEWORK.

EXISTING
--x·wr---
--:x"s--
--SD --

PROPOSED
--'X"WI-' --
--•x "ss- -
- - SD - -
I
2 3
ss 8"
4 L ..

PLAN PREPARED BY: PLAN PREPARED FOR:
f Cannon LEWIS MANAGEMENT CORP.
w
CONNECT TO EX. ---H-iii..lt'

STORM DRAIN
CONNECT TO EX.

SANITARY SEWER
w
CONNECT TO EX. WATER
EX. lELEPHONE
EX. OIL
EX. SCE ELECTRIC
EX. MVU ELEC
4 PR. STORM DRAIN
' □
'
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I
--D .. t..:
-'r
CONSI'Rl.JCIION NO'IES
0 PROPOSED STORM DRAIN
0 PROPOSED EMWD WATER MAIN
0 PROPOSED EMWD SEWER MAIN
0 PROPOSED INLET
© PROPOSED CURB
0 PROPOSED MEDIAN LANDSCAPING
0 PROPOSED SIDEWALK
I , I I ' :

I CONTINUATION
,U SEE BELOW LEFT
I'll • ~ ■■ I
: I t I"
i I I . I I
I :
0 100
1 INCH = 100 FEET
200
DATE: 7 /6/22
JOB NO. 211203
CPN: PEN22-077
TTM: 38421
SHEET
SIGNATURE DATE ROAD PAVEMENT 1156 NORTH MOUNTAIN AVENUE N 0 _a_ UPLAND, CALIFORNIA 91785-0670 CITY OF MORENO VALLEY INLET liJ IZDSI
< PREP'REO BY:

TEL: (909) 985-0971 1 1 1 1

CALIFORNIA
o " ~ ENGINEER __________ 8/1/2022 J, WILHELM STORMWAlER BMP SEDIMENT TRAP J. MAUL EXP. DATE OF
.;:L_ _____________ _j_ __ ~~::...::::::~--~~---=~~-L_-----~ ~ ~ --_.l_---='__ ___ _JL__ ______ __J_ _____________ ___l__...::____J - 34 -
Appendix 3: Soils Information
Geotechnical Study and Other Infiltration Testing Data
Draft

GEOTECHNICAL EXPLORATION

MORENO VALLEY TOWN CENTER

NORTHWEST CORNER OF ALESSANDRO BLVD AND

NASON STREET

MORENO VALLEY, CALIFORNIA
Prepared for

LEWIS LAND DEVELOPERS, LLC
1156 North Mountain Avenue
Upland, California 91786
Project No. 13177.002
July 23, 2021
Draft
July 23, 2021
Project No. 13177.002
Lewis Land Developers, LLC
1156 North Mountain Avenue
Upland, California 91786
Attention: Mr. Bill Hoover, Vice President-Development Feasibility Subject: Geotechnical Exploration
Moreno Valley Town Center
Northwest Corner of Alessandro Blvd and Nason Street
Moreno Valley, California
In accordance with your request, we are pleased to present this geotechnical exploration report for the subject project. This report presents our findings, conclusions and recommendations pertaining to the geotechnical aspects of the proposed development.

It is our opinion that the overall site appears suitable for the intended use provided our recommendations included herein are properly incorporated during design and construction phases of development.

If you have any questions regarding this report, please do not hesitate to contact the undersigned. We appreciate this opportunity to be of service on this project.

Respectfully submitted,
LEIGHTON AND ASSOCIATES, INC.

Simon I. Saiid, GE 2641
Principal Engineer
Robert F. Riha, CEG 1921
Sr. VP / Sr. Principal Geologist
Distribution: (1) Addressee (PDF copy)
Draft
Geotechnical Exploration 13177.002
Moreno Valley Town Center, Moreno Valley, California July 23, 2021 - i -

T A B L E O F C O N T E N T S
Section Page

1.1 Purpose and Scope.............................................................................................1

1.2 Site Location and Description .............................................................................1

1.3 Proposed Development.......................................................................................2

2.1 Field Exploration..................................................................................................3

2.2 Laboratory Testing ..............................................................................................3

3.1 Regional Geology................................................................................................4

3.2 Site Specific Geology ..........................................................................................4

3.2.1 Artificial Fill (Stockpile)........................................................................................4

3.2.2 Alluvial Deposits .................................................................................................4

3.3 Landslide/Debris Flow and Rock Fall..................................................................5

3.4 Rippability............................................................................................................5

3.5 Groundwater and Surface Water ........................................................................5

3.6 Faulting................................................................................................................5

3.7 Ground Shaking ..................................................................................................5

3.8 Dynamic Settlement (Liquefaction and Dry Settlement).....................................6

3.9 Expansive Soils...................................................................................................6

3.10 Slope Stability......................................................................................................6

3.11 Percolation/Infiltration Testing.............................................................................7

4.1 General................................................................................................................8

4.2 Earthwork ............................................................................................................8

4.2.1 Site Preparation and Remedial Grading.............................................................8

4.2.2 Suitability of Site Soils for Fills............................................................................9

4.2.3 Shrinkage ...........................................................................................................9

4.2.4 Import Soils.......................................................................................................10

4.2.5 Utility Trenches.................................................................................................10

4.2.6 Drainage...........................................................................................................10

4.2.7 Slope Construction ...........................................................................................10

4.3 Foundation Design ............................................................................................11

4.3.1 Bearing and Lateral Pressures.........................................................................11

4.4 Retaining Walls .................................................................................................12

4.5 Foundation Setback from Slopes......................................................................13

4.6 Sulfate Attack ....................................................................................................14

1.0 INTRODUCTION .................................................................................................... 1

2.0 FIELD EXPLORATION AND LABORATORY TESTING ....................................... 3

3.0 GEOTECHNICAL AND GEOLOGIC FINDINGS .................................................... 4

4.0 CONCLUSIONS AND RECOMMENDATIONS ...................................................... 8 Draft
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4.7 Concrete Flatwork .............................................................................................14

4.8 Preliminary Pavement Design...........................................................................14 Accompanying Tables, Figures, Plates and Appendices
Tables
Table 1. CBC Site-Specific Seismic Coefficients............................................................ 6 Table 2. Summary of Percolation/Infiltration Test Results.............................................. 7 Table 3. Conventional Foundation Requirements ........................................................ 12 Table 4. Retaining Wall Design Earth Pressures (Static, Drained)............................... 12 Table 5. Footing Setbacks............................................................................................ 13 Table 6. Asphalt Pavement Sections............................................................................ 14 Figures
Figure 1 – Site Location Map Rear of Text
Figure 2 – Boring Location Plan Rear of Text
Figure 3 – Regional Geology Map Rear of Text
Figure 4 – Liquefaction Hazard Map Rear of Text
Appendices
Appendix A – Field Exploration / Logs of Borings
Appendix B – Geotechnical Laboratory Test Results
Appendix C – Earthwork and Grading Specifications
Appendix D – GBA Important Information About This Geotechnical Engineering Report

5.0 GEOTECHNICAL CONSTRUCTION SERVICES ................................................ 16

6.0 LIMITATIONS ....................................................................................................... 17 REFERENCES .............................................................................................................. 18 Draft
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I N T R O D U C T I O N

1.1 Purpose and Scope
This geotechnical exploration report is for the Moreno Valley Town Center residential project located at the Northwest Corner of Alessandro Blvd and Nason Street, in Moreno Valley, California (see Figure 1). Our scope of services for this geotechnical exploration included the following:
 Review of available site-specific reports and published data, including various geologic publications listed in the references at the end of this report.  A review of the provided site plan.
 Site reconnaissance and visual observations of surface conditions to evaluate any potential localized settlement or other surface distresses.  Excavation of eight (8) geotechnical borings and four (4) percolation-infiltration tests to explore the subsurface soil conditions within the site. Approximate locations of these explorations are depicted on Figure 2. The logs of borings and percolation tests are included in Appendix A.
 Laboratory testing was performed on representative samples and results are included in Appendix B.
 Geotechnical engineering analyses performed or as directed by a California registered Geotechnical Engineer (GE). A California Certified Engineering Geologist (CEG) performed engineering geology review of site geologic hazards.  Preparation of this update report, which presents the results of our geotechnical exploration and preliminary recommendation for site development.

This report is not intended to be used as an environmental assessment (Phase I or other), and foundation and/or a rough grading plan review.

1.2 Site Location and Description
Based on information provided, the approximately 59-acre site is tentatively planned to be developed into a mixed residential (37 acres in the north) and non-residential (16 acres in the south), with a park and library (in the center portion). The overall property consists of the following APNs: 487-470-030 (21.94 acres), 487-470-031 (34.48 acres), and future Bay Ave ROW vacated (2.19 acres). The site is currently undeveloped with a large stockpile of fill in the southeastern corner. Small vegetation growth including weeds and seasonal grasses cover most of the site. The site topography slopes gently into southwesterly direction. Site elevations vary from approximately 1590 feet MSL (Mean Sea Level) in the

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southwest corner to a maximum elevation of approximately 1640 feet MSL in the northeast corner of the site.

1.3 Proposed Development
No specific plans were provided to our office regarding proposed site development.

However, based on personal communications, we understand that the residential development will host typical one- or two-story single-family residential homes consisting of wood-frame structures with conventional slab-on-grade foundations. The foundation loads are not expected to exceed 2,500 pounds per lineal foot (plf) for continuous footings.

We also expect the loading and foundation requirements for the non-residential portion of the site to be substantially similar. We anticipate site grading will require maximum cuts and fills on the order of ±10 feet. If site development differs significantly from the assumptions stated herein, our recommendations should be subject to further reviews and evaluations.

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F I E L D E X P L O R A T I O N A N D L A B O R A T O R Y

T E S T I N G

2.1 Field Exploration
Our field exploration consisted of the excavation of eight (8) borings and four (4) percolation/infiltration tests within accessible areas of the site. During excavation, bulk samples and relatively “undisturbed” Ring samples were collected from the exploration borings for further laboratory testing and evaluation. Approximate locations of the borings and percolation/infiltration tests are depicted on the Boring Location Plan (Figure 2).

Sampling was conducted by a staff engineer from our firm. After logging and sampling, the excavations were loosely backfilled with spoils generated during excavation.

The exploration logs included within Appendix A and related information depicts subsurface conditions only at the locations indicated and at the particular date designated on the logs. Subsurface conditions at other locations may differ from conditions occurring at these borings locations. The passage of time may result in altered subsurface conditions due to environmental changes. In addition, any stratification lines on the logs represent the approximate boundary between soil types and the transition may be gradual.

2.2 Laboratory Testing
Laboratory tests were performed on representative bulk samples to provide a basis for development of remedial earthwork and geotechnical design parameters. Selected samples were tested to determine the following parameters: maximum dry density and optimum moisture, expansion index, soluble sulfate content, gradation and collapse potential. The results of our laboratory testing are presented in Appendix B.

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G E O T E C H N I C A L A N D G E O L O G I C F I N D I N G S

3.1 Regional Geology
The site is located within a prominent natural geomorphic province in southwestern California known as the Peninsular Ranges. It is characterized by steep, elongated ranges and valleys that trend northwestward. More specifically, the site is situated within the Perris Block, an eroded mass of Cretaceous and older crystalline rock.

The Perris Block, approximately 20 miles by 50 miles in extent, is bounded by the San Jacinto Fault Zone to the northeast, the Elsinore Fault Zone to the southwest, the Cucamonga Fault Zone to the northwest, and the Temecula Basin to the southeast. The southeast boundary of the Perris block is poorly defined. The Perris Block has had a complex tectonic history, apparently undergoing relative vertical land movements of several thousand feet in response to movement on the Elsinore and San Jacinto Fault Zones. Thin sedimentary and volcanic materials locally mantle the crystalline bedrock. Alluvial and colluvial deposits fill the lower valley areas. Based on published geologic maps (see Figure 3), the site is underlain by young and very old fan deposits.

3.2 Site Specific Geology
The geologic units encountered are discussed in the following sections in order of increasing age and further described on the logs of borings in Appendix A.

3.2.1 Artificial Fill (Stockpile)
A large stockpile of artificial fill is located at the southeastern corner of the site.

The source of these materials is not known to us, however the soils appear to substantially similar to the soils explored in the borings. Additionally, artificial fill was encountered in some of our borings in the upper 12 to 24 inches of site soils, which appear to be the result of previous site grading or agricultural activities. The suitability of the stockpile soils to be used as fill materials during grading should be further evaluated during grading.

3.2.2 Alluvial Deposits
The alluvial fan deposits were observed throughout the site to the depths explored of 51 feet below ground surface. As encountered, these soils typically consisted of brown to reddish brown, medium dense to very dense, moist silty sand (SM) and well-graded sand with variable amounts of silt (SW-SM) and interbedded lowplasticity sandy silt (ML) layers. This alluvium is expected to generally possess a very low expansion potential (EI<21). Our laboratory testing indicates the upper 5 to 10 feet of alluvium has a slight to moderate collapse potential (<6%).

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3.3 Landslide/Debris Flow and Rock Fall
No evidence of on-site landslides/debris flow or rock fall was observed during our field investigation and review of referenced reports. Elevated topography and thick deposits of surficial soils typically associated with landsliding or debris flows are not present. Due to the lack of nearby rock outcrop and the gentle natural slope of adjacent hillside areas, the debris flow and rock fall hazard is considered very low.

3.4 Rippability
Based on the results of our geotechnical borings, previous experience in this area, we do not anticipate that bedrock be encountered during site work within the upper 50 feet below ground surface (BGS)

3.5 Groundwater and Surface Water
Groundwater was not encountered during this exploration to the depths explored (51.5 feet). Recent groundwater level was measured in March 2021 at approximately 1470 feet MSL (approximately 40 feet BGS) at well EMWD25695 (339025N1171928W001), which is approximately one-mile south of the site. Thus, we do not anticipate significant groundwater related problems during grading or future development. However, locally perched water conditions can occur and may fluctuate seasonally, depending on rainfall. No surface water was observed.

3.6 Faulting
No indications of faulting or fault related fissuring or fracturing is known to exist or observed onsite. This site is not located within a currently designated Alquist-Priolo Earthquake Fault Zone or County of Riverside Fault Zone.