HomeMy WebLinkAboutTract Map 3334 Lot 14 WQMP YMCA Project Specific
Water Quality Management Plan
' For: Southwest Riverside Family YMCA
29119 Margarita Road, Temecula, CA
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' DEVELOPMENT NO. PA 05-0365
DESIGN REVIEW NO. DESIGN REVIEW NO.
Prepared for:
' Mr. Jim Morgan, Executive Director
4020 Jefferson Street
Riverside, CA 92504
' Telephone: 951677-9622
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Prepared by:
' Michael L Benesh, RCE 37893
MLB Engineering
2080 Wineridge Place, Suite A
' Escondido, CA 92029
Telephone: 760 741-3577
' WQMP Preparation/Revision Date:September 28, 2007
' Water Quality Management Plan (WQMP)
' Southwest Riverside Family YMCA
ENGINEER'S CERTIFICATION
' "1, the undersigned, certify under penalty of law that this document and all attachments and
' appendices were prepared under my supervision in accordance with a system designed to ensure
that qualified personnel properly gather and evaluate the information submitted"
r..g510Nq!
_� s R
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Michael L Benesh, RCE 37893 7893 QDate
Reg. Expires 3/31/09 s CI%A\-
' Tq�OF GPS\��P
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Page A-1
' September 28, 2007
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' Water Quality Management Plan (WQMP)
Southwest Riverside Family YMCA
' TENANT'S CERTIFICATION
' This project-specific Water Quality Management Plan (WQMP) has been prepared for:
Mr. Jim Morgan, Executive Director
' by MLB Engineering for the project known as Southwest Riverside Family YMCA
at 29119 Margarita Road,Temecula, CA.
' This WQMP is intended to comply with the requirements of The City of Temecula for PA 05-
0365, which includes the requirement for the preparation and implementation of a project-
specific WQMP.
' The undersigned, while leasing the property/project described in the preceding paragraph, shall
be responsible for the implementation of this WQMP and will ensure that this WQMP is
amended as appropriate to reflect up-to-date conditions on the site. 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 The City of
Temecula Water Quality Ordinance (Municipal Code Section ).
If the undersigned transfers its interest in the subject property/project, its successor in interest the
undersigned shall notify the successor in interest of its responsibility to implement this WQMP.
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1, 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."
/D 7
Ten s Signature Date \ //
' �Taw�eS C- G641c)4-(" e .VIr'2GT7JI
Tenant's Printed Name Tenant's Title/Position
' 4020 Jefferson Street
Riverside, CA 92504
951677-9622
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' Page A-2
September 28, 2007
' Water Quality Management Plan (WQMP)
' Southwest Riverside Family YMCA
NOTARIZED SIGNATURE SHEET
State of Clifornia
County of Sxn-Biego-)
' On ' �+, before me, 1bCDJ' lf0— V y t4ersonally
appeared j LlY1r25 0 1_t t a.py) PYM(')(Q�C.4'N personally known to me (or
proved to me on the-basis of sa iafactry euide tee) to be the person whose name is subscribed to
the within instrument and acknowledged to me that he executed the same in his authorized
capacity, and that by his signature on the instrument the person, or the entity upon behalf of
which the person acted, executed the instrument.
Witnesst banSignature:: �t
�(�� Cawnillen0 16"M[0:Moldy PAS•C Haft
Print Name: P No"COY
A Notary public in and for Said S�i `ttate ,l . , -' n
Principal Place of Business is County of 1�
' My Commision expires bMup ao i D
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Page A-3
September 28, 2007
' Water Quality Management Plan (WQMP)
' Southwest Riverside Family YMCA
' Contents
Section Page
I PROJLCr DESCRIPTION A-1
' II SITE CHARACTERIZATION A-5
III POLLUTANTS OF CONCERN A-7
' IV HYDROLOGIC CONDITIONS OF CONCERN A-9
V BEST MANAGEMENT PRACTICES A-11
V.1 Site Design BMPs A-11
V.2 Source Control BMPs A-17
V.3 Treatment Control BMPs ::...:. .......:� .A,-2,Q. .•, •....,-.
VA Equivalent Treatment Control Alternatives A-24
V.5 Regionally-Based Treatment Control BMPs A-24
'
VI OPERATION AND MAINTENANCE RESPONSIBILITY FOR TREATMENT
CONTROL BMPs A-25
VII FUNDING A-26
' APPENDICES
' A. CONDITIONS OF APPROVAL.
B. VICINITY MAP,WQMP SITE PLAN, AND RECEIVING WATERS MAP
' C. SUPPORTING DETAIL RELATED TO HYDRAULIC CONDITIONS OF CONCERN(IF APPLICABLE)
D. EDUCATIONAL.MATERIALS
E. SOILS REPORT(IF APPLICABLE)
' F. TREATMENT CONTROL BMP SIZING CALCULATIONS AND DESIGN DETAILS
G. AGREEMENTS - CC&RS, COVENANT AND AGREEMENTS AND/OR OTHER MECHANISMS FOR ENSURING
' ONGOING OPERATION, MAINTENANCE, FUNDING AND TRANSFER OF REQUIREMENTS FOR THIS PROJECT-
SPECIFIC WQMP
H. PHASE I ENVIRONMENTAL SITE ASSESSMENT - SUMMARY OF SITE REMEDIATION CONDUCTED AND USE
' RESTRICTIONS
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' September 28, 2007
' Water Quality Management Plan (WQMP)
' Southwest Riverside Family YMCA
' I. Project Description
tInstructions:
The project description shall be completely and accurately described in narrative form. In the field
' provided on page A-3, describe and with supporting figures (maps or exhibits), where facilities will be
located, what activities will be conducted and where, what kinds of materials will be used and/or stored,
how and where materials will be delivered, and the types of wastes that will be generated. The following
' information shall be described and/or addressed in the "Project Description' section of the project-
specific WQMP:
■ Project owner and WQMP preparer,
■ Project location;
■ Project size;
■ Standard Industrial Classification (SIC), if applicable;
■ Location of facilities;
■ Activities and location of activities;
■ Materials Storage and Delivery Areas;
' ■ Wastes generated by project activities.
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' Project Owner:
Mr. Jim Morgan, Executive Director
' 4020 Jefferson Street
Riverside, CA 92504
Telephone: 951677-9622
WQMP Preparer: Michael L Benesh, RCE 37893
' 2080 Wineridge Place, Suite A
Escondido, CA 92029
' Telephone: 760 741-3577
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' September 28, 2007
' Water Quality Management Plan (WQMP)
' Southwest Riverside Family YMCA
Project Site Address: 29119 Margarita Road
Temecula, CA
Planning Area/
' Community Name: Temecula
APN Number(s): 921-300-006
' Thomas Bros. Map: Pg. 958, J-5, Riverside County, 2006
Project Watershed: Santa Margarita River (HU 902)
Sub-watershed: Murrieta Creek (HSA902.32)
Project Site Size: 1.25 Acres
' Standard Industrial Classification (SIC) Code: 7997
Formation of Home Owners' Association (HOA) or Property Owners Association (POA):
' Y ❑ N
' Additional Permits/Approvals required for the Project
AGENCY Permit required
State Department of Fish and Game, 1601 Streambed Y ❑ N®
Alteration Agreement
' State Water Resources Control Board, Clean Water Act Y ❑ N®
(CWA) section 401 Water Quality Certification
' US Army Corps of Engineers, CWA section 404 permit Y ❑ N®
US Fish and Wildlife, Endangered Species Act section 7 Y ❑ N®
' biological opinion
Other (please list in the space below as required)
SWRCB General Construction Permit Y ® N❑
City of Temecula Grading Permit Y ® N❑
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City of Temecula Building Permit Y ® No
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September 28, 2007
' Water Quality Management Plan (WQMP)
Southwest Riverside Family YMCA
Project Description:
' Project consists of the construction of a YMCA building on approximately 0.6 acres of leased land in a 20
acres site known as Margarita Park, in Temecula CA. The building will cover approximately 27,000
square feet of existing landscaping. The actual construction site will include about 1.25 acres of the 20
' acre park site. The site will also include the construction of a fire access lane around the western portion
of the proposed building. Construcution will include grading, utility trenching and installation, paving and
some concrete site work.
' Location of New Facilities (relative to project boundaries):
The new facilities will be located along the northwest side of the existing park,just southwesterly of the
existing parking lot.
Proposed Activities at these Facilities:
' The building will house a recreational facility that includes locker rooms, showers and a swimming pool.
Location of Material Storage Areas:
There are no planned outdoor material storage areas for this project.
' Locations of Loading and Unloading Areas:
The only loading and unloading of materials will occur at the front of the building. There are no
' loading/unloading docks planned for this project.
Activity-Specific Wastes to be Generated:
Wastes generated from the proposed project after construction will be trash. This facility will neither
manufacture any products nor generate any byproducts that can affect stormwater runoff.
Appendix A of this project-specific WQMP includes a complete copy of the final Conditions of
Approval. Appendix B of this project-specific WQMP shall include:
1. A Vicinity Map identifying the project site and surrounding planning areas in sufficient detail
' to allow the project site to be plotted on Co-Permittee base mapping; and
2. A Site Plan for the project. The Site Plan included as part of Appendix B depicts the
following project features:
' ■ Location and identification of all structural BMPs, including Treatment Control BMPs.
■ Landscaped areas.
t ■ Paved areas and intended uses (i.e., parking, outdoor work area, outdoor material storage
area, sidewalks, patios,tennis courts, etc.).
■ Number and type of structures and intended uses (i.e., buildings, tenant spaces, dwelling
units, community facilities such as pools, recreation facilities,tot lots, etc.).
■ Infrastructure (i.e., streets, storm drains, etc.) that will revert to public agency ownership
and operation.
■ Location of existing and proposed public and private storm drainage facilities (i.e., storm
drains, channels, basins, etc.), including catch basins and other inlets/outlet structures.
' Existing and proposed drainage facilities should be clearly differentiated.
■ Location(s)of Receiving Waters to which the project directly or indirectly discharges.
' ■ Location of points where onsite(or tributary offsite) flows exit the property/project site.
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' Water Quality Management Plan (WQMP)
' Southwest Riverside Family YMCA
■ Proposed drainage areas boundaries, including tributary offsite areas, for each location
' where flows exits the property/project site. Each tributary area should be clearly denoted.
■ Pre- and post-project topography.
' Appendix G of this project-specific WQMP shall include copies of CC&Rs, Covenant and Agreements,
and/or other mechanisms used to ensure the ongoing operation, maintenance, funding, transfer and
implementation of the project-specific WQMP requirements.
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' Water Quality Management Plan (WQMP)
' Southwest Riverside Family YMCA
' II. Site Characterization
' Land Use Designation or Zoning: PR: Public Park & Recreation
' Current Project Limit property Use: Public Park, landscaping and walkways.
' Proposed Property Use: YMCA Building including paved fire access road.
' Availability of Soils Report: Y ® N ❑ Note: A soils report is required if infiltration
BMPs are utilized. Attach report in Appendix E.
Phase 1 Site Assessment: Y ❑ NZ Note: Lf prepared, attached remediation
summary and use restrictions in Appendix H
' Receiving Waters for Urban Runoff from Site
Instructions:
On the following page, list in order of upstream to downstream, the receiving waters that the project is
' tributary to. Continue to fill each row with the receiving water's 303(d) listed impairments, designated
beneficial uses, and proximity, if any,to a RARE beneficial use.
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' Water Quality Management Plan (WQMP)
' Southwest Riverside Family YMCA
Receiving Waters for Urban Runoff from Site
' Receiving Waters 303(d) List Designated Beneficial Uses Proximity to RARE
Impairments I Beneficial Use
' Murrieta Creek, (HSA N t ogeo, Iron, MUN, AGR, IND, PROC, GWR, Nota Rim watt mile er y
2.32, 2.52) Man anese REC 1, REC 2, WARM, WILD from site.
Santa Margarita River MUN, AGR, IND, REC-1, REC- RARE water body
' - Upper Portion (HSA Phosphorous 2, WARM, COLD, WILD, (approximately 3.5 miles
2.21 2.22) RARE from site.
Santa Margarita River MUN, AGR, IND, PROC, REC- RARE water body
t - Lower Portion (HSA None 1, REC-2, WARM, COLD, (approximately 20 miles
2.11, 2.12, 2.13) WILD, RARE from site.
' Santa Margarita REC-1, REC-2, EST, WILD,
RARE water body
Lagoon (HSA 2.11) Eutrophic RARE, MAR, MIGR, SPWN (approximately 25 miles
from site.
IND, NAV, REC-1, REC-2, RARE water body
COMM, BIOL, WILD, RARE,
Pacific Ocean None MAR, AQUA, MIGR, SPWN, (approximately 30 miles
SHELL from site.)
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' Water Quality Management Plan (WQMP)
' Southwest Riverside Family YMCA
III. Pollutants of Concern
Potential pollutants associated with Urban Runoff from the proposed project must be identified. Exhibit B
of the WQMP provides brief descriptions of typical pollutants associated with Urban Runoff and a table
that associates typical potential pollutants with types of development(land use). It should be noted that at
the Co-Permittees discretion, the Co-Permittees may also accept updated studies from the California
Association of Stormwater Quality Agencies (CASQA), USEPA, SWRCB and/or other commonly
' accepted agencies/associations acceptable to the Co-Permittee for determination of Pollutants of Concern
associated with given land use. Additionally, in identifying Pollutants of Concern, the presence of legacy
pesticides, nutrients, or hazardous substances in the site's soils as a result of past uses and their potential
for exposure to Urban Runoff must be addressed in project-specific WQMPs. The Co-Permittee may also
' require specific pollutants commonly associated with urban runoff to be addressed based on known
problems in the watershed. The list of potential Urban Runoff pollutants identified for the project must be
compared with the pollutants identified as causing an impairment of Receiving Waters, if any. To identify
' pollutants impairing proximate Receiving Waters, each project proponent preparing a project-specific
WQMP shall, at a minimum, do the following:
I. For each of the proposed project discharge points, identify the proximate Receiving Water for
each discharge point, using hydrologic unit basin numbers as identified in the most recent version
of the Water Quality Control Plan for the Santa Ana River Basin or the San Diego Region.
2. Identify each proximate identified above that is listed on the most recent list of Clean Water Act
Section 303(d) list of impaired water bodies, which can be found at website
www.swreb.ca.gov/tmdl/303d_lists.htm]. List all pollutants for which the proximate Receiving
Waters are impaired.
3. Compare the list of pollutants for which the proximate Receiving Waters are impaired with the
pollutants expected to be generated by the project.
Urban Rurl0ff P011utants: This project most closely matches a Commercial/Industrial Development
' type in the table in Exhibit B. The expected pollutants are Trash &
Debris, Oil & Grease. The potential pollutants are sediment/turbidity,
nutrients, Oxygen Demanding Substances, Pesticides& Metals.
Item#!: Addressed in Section ll, Receiving Waters Table.
Item #2: Addressed in Section 11, Receiving Waters Table.
Item 43: "Commercial/Industrial Development" will be used as the pollutant category for this
' WQMP. As such, the pollutants associated with "Commercial/Industrial Development"
are listed in the following table.
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' Water Quality Management Plan (WQMP)
' Southwest Riverside Family YMCA
' Pollutants �Potential.Souree 303(d)=Listing_
Expected Potential
Trash & Debris Waste Products, clippings
' Oil & Grease Vehicles, Pavement
Runoff
Sediment/Turbidity Erosion
' Nutrients Fertilizers, Erosion Phosphorous,Nitrogen
Oxygen demanding Landscaping Products
substances
' Pesticides Landscaping Products
Metals Primers, paints,fuels, Iron& Manganese
adhesives
Pollutants of Concern
Murrieta Creek is listed on the 2006 Clean Water Act Section 303(d) List of Water Quality Limited
' Segments as being impaired by Phosphorous,Nitrogen, Iron, and Manganese. As such, these pollutants
are the Pollutants of Concern for this project.
' Legacy Pollutants:
None.
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Water Quality Management Plan (WQMP)
' Southwest Riverside Family YMCA
' IV. Hydrologic Conditions of Concern
Impacts to the hydrologic regime resulting from the Project may include increased runoff volume and
velocity; reduced infiltration; increased flow frequency, duration, and peaks; faster time to reach peak
flow; and water quality degradation. Under certain circumstances, changes could also result in the
reduction in the amount of available sediment for transport; storm flows could fill this sediment-carrying
capacity by eroding the downstream channel. These changes have the potential to permanently impact
' downstream channels and habitat integrity. A change to the hydrologic regime of a Project's site would be
considered a hydrologic condition of concern if the change would have a significant impact on
downstream erosion compared to the pre-development condition or have significant impacts on stream
habitat, alone or as part of a cumulative impact from development in the watershed.
This project-specific WQMP must address the issue of Hydrologic Conditions of Concern unless one of
the following conditions are met:
' ■ Condition A: Runoff from the Project is discharged directly to a publicly-owned, operated and
maintained MS4; the discharge is in full compliance with Co-Permittee requirements for
' connections and discharges to the MS4 (including both quality and quantity requirements); the
discharge would not significantly impact stream habitat in proximate Receiving Waters; and the
discharge is authorized by the Co-Permittee.
' ■ Condition B: The project disturbs less than 1 acre. The disturbed area calculation should include
all disturbances associated with larger plans of development.
■ Condition C: The project's runoff flow rate, volume, velocity and duration for the post-
development condition do not exceed the pre-development condition for the 2-year, 24-hour and
10-year 24-hour rainfall events. This condition can be achieved by minimizing impervious area
on a site and incorporating other site-design concepts that mimic pre-development conditions.
' This condition must be substantiated by hydrologic modeling methods acceptable to the Co-
Permittee.
This Project meets the following condition: Condition A
Supporting engineering studies, calculations, and reports are included in Appendix C.
Storm Event
' 2-Year,24-Hour 10-Year,24-Hour 100-Year, 24-Hour
Pre- Post- Pre- Post- Pre- Post-
Development Development Development Development Development Development
Q 0.04 0.18 0.87 2.02 1.44 3.02
(cfs)
Volume 1179 2129 1790 4805 -
(ac-ft)
' Velocity NA 1.8 NA 3.48 NA 3.8
(fps)
' Duration 24 24 24 24 -
(hours)
' Notes:
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' Water Quality Management Plan (WQMP)
Southwest Riverside Family YMCA
' A - From drainage study dated 2/15/07 for this project, see Rational Method Calculations in
t Appendix C.
B - See calculations in Appendix C.
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' Water Quality Management Plan (WQMP)
' Southwest Riverside Family YMCA
V. Best Management Practices
' VA SITE DESIGN BMPS
Project proponents shall implement Site Design concepts that achieve each of the following:
' 1) Minimize Urban Runoff
2) Minimize Impervious Footprint
3) Conserve Natural Areas
4) Minimize Directly Connected impervious Areas(DCIAs)
The project proponent should identify the specific BMPS implemented to achieve each Site Design concept and
provide a brief explanation for those Site Design concepts considered not applicable.
Instructions:
Infield below, provide narrative describing which site design concepts were incorporated into project plans. If the project
' proponent implements a Co-Permittee approved alternative or equally-effective Site Design BMP not specifically
described below, the Site Design BMP checkbox in Table I should be marked and an additional description indicating the
nature of the BMP and how it addresses the Site Design concept should be provided. Continue with completion of Table 1.
Note: The Co-Permittees general plan or other land use regulations/documents may require several measures that are
effectively site design BMPS (such as minimization of directly connected impervious areas and/or setbacks from natural
stream courses). The Project Proponent should work with Co-Perminee staff to determine if those requirements may be
' interpreted as site design BMPS for use in this lable/narrative. See Section 4.5.1 of the WQMP for additional guidance on
Site Design BMPS.
Following Table 1: if a particular Site Design BMP concept is found to be not applicable, please provide a brief
' explanation as to why the concept cannot be implemented. Also include descriptions explaining how each included BMP
will be implemented. in those areas where Site Design BMPS require ongoing maintenance, the inspection and
maintenance frequency, the inspection criteria, and the entity or party responsible for implementation, maintenance,
and/or inspection shall be described The location of each Site Design BMP must also be shown on the WQMP Site Plan
' included in Appendix B.
' Conservation of natural areas: The project is designed to minimize impact on the surrounding park site. Only
those areas necessary to the proposed building construction will be disturbed. The majority of the park will
remain as-is.
' Minimizing impervious areas: No new parking areas are proposed. The existing parking lot will be used. The
only paving proposed is the fire access lane and the replacement walkway, which are the minimum allowed
width per the City.
Minimize urban runoff: A detention/infiltration basin is incorporated in the site design to increase potential for
' infiltration of low flows.
Minimize directly connected impervious areas: All roof drains outlet directly to a lanscaped area, and/or drain
into the detention basin. All treated rounoff from the proposed site will outlet to a natural drainage area(Creek)
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' Water Quality Management Plan (WQMP)
' Southwest Riverside Family YMCA
Table 1. Site Design BMPs
' Included
Design Technique Specific BMP YesNo N/A
Concept
1) Maximize the permeable area (See Section ® El El
of the WQMP).
2) Incorporate landscaped buffer areas between El Elsidewalks and streets.
3) Maximize canopy interception and water
C conservation by preserving existing native trees ® ❑ ❑
' m and shrubs, and planting additional native or
Q Minimize drought tolerant trees and large shrubs.
0
U 4) Use natural drainage systems. ❑ ❑
' M Urban 5) Where soils conditions are suitable, use
m perforated pipe or gravel filtration pits for low ❑ ❑
Runoff flow infiltration.
6) Construct onsite ponding areas or retention
V) facilities to increase opportunities for infiltration ® ❑ ❑
consistent with vector control objectives.
' 7) Other comparable and equally effective site
design concepts as approved by the Co-
Permittee (Note: Additional narrative required to ❑ ® ❑
' describe BMP and how it addresses Site Design
concept),
Site Design Concept 1 Notes:
1) The permeable area has been maximized by reducing the amount of proposed pavement to the minimum required
by the city for the walkways and fire department turn around. Additionally,the building footprint has been minimized to
the extent possible and yet still allow for the intended use of the facility in order to maximize the permeable area.
' 2) There are no streets included within the project boundaries.
3) Additional trees and shrubs will be planted on the project site.
4) City park service requires the drainage be piped to existing drainage creek.
5) The site location at the top of a slope makes infiltration impractical.
6) Bio-Retention area included in design.
7) Proposed BMP's are adequate, no other BMP's needed.
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' Water Quality Management Plan (WQMP)
' Southwest Riverside Family YMCA
8) Table 1. Site Design BMPs(Cont.)
Included
Design Technique Specific BMP Yes No N/A
' Concept
8) Maximize the permeable area (See Section ® El El
of the WQMP).
9) Construct walkways, trails, patios, overflow
parking lots, alleys, driveways, low-traffic
streets and other low-traffic areas with open- El ® E]jointed paving materials or permeable
surfaces, such as pervious concrete, porous
N
asphalt, unit pavers, and granular materials.
N
10) Construct streets, sidewalks and parking lot
t v Minimize aisles to the minimum widths necessary,
Uprovided that public safety and a walk able ® ❑ ❑
e Impervious environment for pedestrians are not
compromised.
' aeji 11) Reduce widths of street where off-street
Footprintparking is available. El El
m
' 'y 12) Minimize the use of impervious surfaces, such
as decorative concrete, in the landscape ❑ ❑
design.
13) Other comparable and equally effective site
' design concepts as approved by the Co-
Permittee (Note: Additional narrative required ❑ ® ❑
describing BMP and how it addresses Site
'
Design concept).
14) Conserve natural areas (See WQMP Section ® El El
M 4.5.1).
' 15) Maximize canopy interception and water
m conservation by preserving existing native
c Conserve trees and shrubs, and planting additional ® ❑ ❑
° native or drought tolerant trees and large
V
shrubs.
Natural
'y 16) Use natural drainage systems. ❑ ❑
m
' O 17) Other comparable and equally effective site
m Areas design concepts as approved by the Co-
Cf) Permittee (Note: Additional narrative required ❑ ® ❑
describing BMP and how it addresses Site
' Site Design Concept 2&3 Notes: Design concept).
8) The only pavement proposed is the minimum required by the city for the walkways and fire department turn
around. The building footprint has been minimized to the extent possible and yet still allow for the intended use of
the facility.
9) The only proposed pavement is directly adjacent to proposed building. Pervious pavement is not recommended in
these locations.
' 10) The only pavement proposed is the minimum required by the city for the walkways and fire department turn
around.
11) No Streets proposed.
' 12) There are no areas of decorative concrete or other impervious surfaces other than the minimum required by the
city.
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' Water Quality Management Plan (WQMP)
' Southwest Riverside Family YMCA
' 13) Proposed BMP's are adequate, no other BMP's needed.
14) Natural areas outside minimum needed for construction of facility are preserved.
15) Additional trees and shrubs are planned.
16) City park service requires the drainage be piped to existing drainage creek.
' 17) Proposed BMP's are adequate, no other BMP's needed.
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Water Quality Management Plan (WQMP)
Southwest Riverside Family YMCA
Table 1. Site Design BMPs(Cont.)
Included
Design Technique Specific BMP Yes No N/A
1 Conce t
18) Residential and commercial sites must be
designed to contain and infiltrate roof runoff, or ® El El' direct roof runoff to vegetative swales or buffer
areas, where feasible.
19) Where landscaping is proposed, drain
impervious sidewalks, walkways, trails, and ® ❑ ❑
' patios into adjacent landscaping.
20) Increase the use of vegetated drainage swales
in lieu of underground piping or imperviously ® ❑ ❑
' lined swales.
21) Rural swale system: street sheet flows to
vegetated swale or gravel shoulder, curbs at E] El' street corners, culverts under driveways and
street crossings.
Minimize 22) Urban curb/swale system: street slopes to
curb; periodic swale inlets drain to vegetated ❑ ❑
' e swale/biofilter.
Directly 23) Dual drainage system: First flush captured in
v street catch basins and discharged to adjacent
° Connected vegetated swale or gravel shoulder, high flows E] E]
U connect directly to MS4s.
of 24) Design driveways with shared access, flared
�i Impervious (single lane at street) or wheel strips (paving ❑ ❑
' O only under tires); or, drain into landscaping
Areas prior to discharging to the MS4.
25) Uncovered temporary or guest parking on
' private residential lots may be paved with a E] El(DCIAs) permeable surface, or designed to drain into
landscaping prior to discharging to the MS4.
' 26) Where landscaping is proposed in parking
areas, incorporate landscape areas into the ❑ ❑
drainage design.
' 27) Overflow parking (parking stalls provided in
excess of the Co-Permittee's minimum parking E] Elrequirements) may be constructed with
tpermeable paving.
28) Other comparable and equally effective design
concepts as approved by the Co-Permittee
t (Note: Additional narrative required describing ❑ ® ❑
BMP and how it addresses Site Design
concept).
Site Design Concept 4 Notes:
' 18) Roof runoff is directed to the vegetated Swale and the bio-retention basin.
19) All proposed walkways drain off into landscaped areas.
20) The only underground pipe systems are either those required by city or areas infeasible for surface drainage.
2 1) No streets proposed.
22) No streets proposed.
Page -15
' September 28, 2007
' Water Quality Management Plan (WQNIP)
' Southwest Riverside Family YMCA
' 23) No streets proposed.
24) No Driveways proposed.
25) Commercial development.
26) No parking lot improvements proposed.
27) No parking lot improvements proposed.
28) Proposed BMP's are adequate,no other BMP's needed.
1
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Page-16
' September 28, 2007
' Water Quality Management Plan (WQMP)
' Southwest Riverside Family YMCA
' V.2 SOURCE CONTROL BMPS
Instructions: Complete Table 2.
' Table 2. Source Control BMPs
Check One
BMP Name If not applicable,state
Not
'
Included brief reason
Applicable
Noi-S ` SouceCotroMs::en _ , tee -
' Education for Property Owners,Operators, Tenants, Occupants, ® ❑
or Employees
Activity Restrictions N ❑
Irrigation System and landscape Maintenance N ❑
' Common Area Litter Control N ❑
Parking lot is maintained by
Street Sweeping Private Streets and Parking Lots ❑ N the city and not on the
'
project"Site".
Drainage Facility Inspection and Maintenance N ❑
Structufal:Sou7ceContiofBMPs _ _: T_, _ r',<.. ; _ ' ? _ 3
' MS4 Stenciling and Si nae ❑ ® No MS4 facilities
Landscape and Irrigation System Design N ❑
Protect Slopes and Channels N ❑
Provide Community Car Wash Racks ❑ N No car wash facilities
'
Properly Design: ❑ ❑
Fueling Areas ❑ N No fueling areas
Air/Water Supply Area Drainage ❑ N No air/water supply areas
' Trash Storage Areas N ❑
Loading Docks ❑ N No loading docks
Maintenance Bas ❑ N No maintenance bays
Vehicle and Equipment Wash Areas ❑ N No vehicle washing
Outdoor Material Storage Areas ❑ N No outdoor storage
Outdoor Work Areas or Processing Areas ❑ N No outdoor processing area
Provide Wash Water Controls for Food Preparation Areas 1 ❑ 1 1 No food prep.
Instructions: Provide narrative below describing how each included BMP will be implemented, the implementation
' frequency, inspection and maintenance frequency, inspection criteria, and the entity or party responsible for
implementation, maintenance, and/or inspection. The location of each structural BMP must also be shown on the WQMP
Site Plan included in Appendix B.
Education and Training:
' An education and training program will be implemented by the YMCA to train all employees regarding the use,
storage and disposal of materials that contain potential stormwater pollutants. Appendix D includes copies of
the educational materials that will be used in implementing this project-specific WQMP.
' Activity Restrictions:
The activities allowed at the YMCA facility will be limited to those commonly associated with recreational
facilities (no manufacturing, fueling, material processing, etc. ) and will not include any activities that generate
' 4ignifumW pollutants, including carwashing, or hosing of walkways.
Page -17
' September 28, 2007
' Water Quality Management Plan (WQMP)
' Southwest Riverside Family YMCA
' Irrigation System and Landscape Maintenance:
Landscaping will be achieved, to the extent allowable by the City, with drought tolerant and native planting.
Efficient Irrigation systems will used that include rain triggered shutoff devices and flow shutoff valves.
' Common Area Litter Control:
Litter control will be provided by the YMCA. The YMCA grounds and associated BMP's will be inspected on
at least a daily basis for accumulated litter and debris. Any litter and debris removed from the site will be
' disposed of in the appropriate manner.
Fire Access Sweeping:
Fire Access sweeping will be provided by the YMCA. The fire access will be inspected on at least a weekly
' basis for accumulated sediment. The fire access will be swept and/or vacuumed on a regular basis to remove
any accumulated sediment. After sweeping is finished, properly dispose of sweeper wastes at an approved
dumpsite.
' Drainage Facility Inspection:
An inspection schedule will be implemented by the YMCA/City to inspect and repair all drainage related
devices including the bio-retention basin. The maintenance of the planned facilities will be provided by the
' YMCA. See Table on following page.
Slope and Channel Protection:
Slopes will be protected from potential erosion by directing drainage away from the tops of slope and the
' construction of a downdrain and rip-rap energy dissipater. Channels will be protected by reducing the outlet
velocity of the drain pipe by flattening of the pipe slope prior to outletting and the construction of gabions.
' Trash Storage Area:
The trash storage area will be constructed per the City requirements and will be covered to minimize contact
between storm water and potential pollutants.
1
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' Page -18
' September 28, 2007
' Water Quality Management Plan (WQMP)
tSouthwest Riverside Family YMCA
' Attachment to Section V.2 '
ACTIVITY SPECIFiCFREQUENCY RESPONSIBL PARTY
.�.�2�
Provided at occupancy, within three
Education months for new hires, and annually YMCA
for existing employees
tActivity Restrictions Daily YMCA
' Landscape Maintenance within Bi-weekly YMCA
Lease Area
' Litter Control Daily YMCA
' Parking Lot/Street Sweeping Monthly City of Temecula
Drainage Inspection and
Maintenance Monthly YMCA
'
' 3� ' � � Structural Source Controls � _
Stenciling and Signage Bi-annually N/A
' Irrigation System Maintenance Same as landscape maintenance YMCA
within Lease Area
Slopes and Channels Bi-weekly City of Temecula
' Trash Storage Areas Daily YMCA
' Bio-Retention Basin Monthly YMCA
Maintenance
' Vegetated Swale Monthly City of Temecula
1
' Page -19
' September 28, 2007
Water Quality Management Plan (WQMP)
' Southwest Riverside Family YMCA
' V.3 TREATMENT CONTROL BMPs
Instructions:
L Provide narrative below describing each Treatment Control BMP. Include location, identify the sizing criteria
[i.e., Urban Runoff quality design flow (QBMP) or the Urban Runoff quality design volume(VBMP), preliminary
' design calculations, for sizing BMPs, maintenance procedures, and the frequency of maintenance procedures
necessary to sustain BMP effectiveness. The location of each Treatment Control BMP must also be shown on the
Site Plan included in Appendix B.
2. Complete Table 3: Treatment Control BMP Selection Matrix
Directions for completing Table 3:
' ♦ For each pollutant of concern enter 'yes"if identified using Exhibit B (Riverside County WQMP - General
Categories of Pollutants of Concern per the instructions specified in Section III of this Template), or "no"if
not identified for the project.
♦ Check the boxes of selected BMPs that will be implemented for the project to address each pollutant of
concern from the project as identified using Exhibit B. Treatment Control BMPs must be selected and
installed with respect to identified pollutant characteristics and concentrations that will be discharged from
the site.
' ♦ For any identified pollutants of concern not listed in the Treatment Control BMP Selection Matrix, provide
an explanation(in space below) of how they will be addressed by Treatment Control BMPs.
3. In addition to completing Table 3, provide detailed descriptions on the location, implementation, installation, and
long-term O&M ofplanned Treatment Control BMPs.
For identified pollutants of concern that are causing an impairment in receiving waters, the project WQMP shall
' incorporate one or more Treatment Control BMPs of medium or high effectiveness in reducing those pollutants. It is the
responsibility of the project proponent to demonstrate, and document in the project WQMP, that all pollutants of concern
will be fully addressed. The Agency may require information beyond the minimum requirements of this WQMP to
demonstrate that adequate pollutant treatment is being accomplished.
' Supporting engineering calculations for QBMP and/or V,,,,, and Treatment Control BMP design details are included in
Appendix F.
' Note: Projects that will utilize infiltration-based Treatment Control BMPs (e.g., Infiltration Basins, Infiltration Trenches,
Porous Pavement) must include a copy of the property/project soils report as Appendix E to the project-specific WQMP.
The selection of a Treatment Control BMP (or BMPs)for the project must specifically consider the effectiveness of the
Treatment Control BMP for pollutants identified as causing an impairment of Receiving Waters to which the project will
discharge Urban Runoff
' There are two treatment control BMP's being implemented in this project.
1. A bio-retention basin.
The bio-retention basin is the primary treatment control BMP for the site and treats all the runoff from the site
' prior to discharging into the creek. The basin is located on the southerly side of the building. The surface area of
the proposed basin is 3244 square feet with a slope depth of 1 foot. Basin will be filled with 1 foot of pourous
topsoil over 3 feet of sand over a layer of gravel with a perforated subdrain pipe. A detail of the basin is on the
grading plans for the project. There will be no potential for infiltration of the treated runoff through the sides
and bottom of the basin as it will have an impermeable liner consisting of a double layer of 10 mil visqueen.
The surface of the basin will be planted with a combination of native drought toleratant turf, brush and/or trees
' acceptable to the city parks department. The design VBMP is 2,774 c.f. Sizing calculations are included in the
Page -20
' September 28, 2007
' Water Quality Management Plan (WQMP)
' Southwest Riverside Family YMCA
Drainage Study in Appendix F. The basin will function as a filtration device. Maintenance of thebasin should
be as follows:
The primary maintenance requirement for bioretention areas is that of inspection and repair or replacement of
' the treatment area's components. Generally, this involves nothing more than the routine periodic maintenance
that is required of any landscaped area. Plants that are appropriate for the site, climatic, and watering conditions
should be selected for use in the bioretention cell. Appropriately selected plants will aide in reducing fertilizer,
' pesticide, water, and overall maintenance requirements. Bioretention system components should blend over
time through plant and root growth, organic decomposition, and the development of a natural soil horizon.
These biologic and physical processes over time will lengthen the facility's life span and reduce the need for
extensive maintenance.
' Routine maintenance should include a biannual health evaluation of the trees and shrubs and subsequent
removal of any dead or diseased vegetation. Diseased vegetation should be treated as needed using preventative
' and low-toxic measures to the extent possible. BMPs have the potential to create very attractive habitats for
mosquitoes and other vectors because of highly organic, often heavily vegetated areas mixed with shallow
water. Routine inspections for areas of standing water within the BMP and corrective measures to restore proper
' infiltration rates through the topsoil layer are necessary to prevent creating mosquito and other vector habitat. In
addition, bioretention BMPs are susceptible to invasion by aggressive plant species such as cattails, which
increase the chances of water standing and subsequent vector production if not routinely maintained.
' In order to maintain the treatment area's appearance it may be necessary to prune and weed. Furthermore,
mulch replacement is suggested when erosion is evident or when the site begins to look unattractive.
Specifically, the entire area may require mulch replacement every two to three years, although spot mulching
' may be sufficient when there are random void areas. Mulch replacement should be done prior to the start of the
wet season.
Accumulated sediment and debris removal (especially at the inflow point) will normally be the primary
' maintenance function. Other potential tasks include replacement of dead vegetation, soil pH regulation, erosion
repair at inflow points, mulch replenishment, unclogging the underdrain, and repairing overflow structures.
2. A vegetated swale.
' The vegetated swale is a secondary treatment control BMP that provides pre-treatment of the runoff from the
roof drains on the southeasterly side of the building. The swale is on the souteasterly side of the building. The
length of the proposed Swale is 67 feet with a bottom width of 2 feet and approximately 10% side slopes.
' Although, 100 feet is the usual minimum desired length, site constraints did not allow this. The swale will be be
covered by jute net, planted with Myoporum Parvifolium, and irrigated by a drip system.. The design QBMP is
0.07 cfs. Sizing calculations are included in the Drainage Study in Appendix F. Maintenance of the vegetated
' swale should be as follows:
Inspection frequency of the Swale should follow the Table in Section VI for erosion, damage to vegetation, and
sediment and debris accumulation. Additional inspections after periods of heavy runoff is desirable. The swale
' should be checked for debris and litter, and areas of sediment accumulation.
Trash tends to accumulate in swale areas. The need for litter removal is determined through periodic inspection,
but litter should always be removed prior to mowing.
Sediment accumulating in channels should be removed when it builds up to 75 mm (3 in.) at any spot, or covers
vegetation.
' Regularly inspect swales for pools of standing water. Swales can become a nuisance due to mosquito breeding
in standing water if obstructions develop (e.g. debris accumulation, invasive vegetation) and/or if proper
drainage slopes are not implemented and maintained.
' Page-21
' September 28, 2007
Water Quality Management Plan (WQMP)
Southwest Riverside Family YMCA
Table 3: Treatment Control BMP Selection Matrix
Treatment Control BMP Categories(9)
Infiltration Basins
Veg. Swale Detention & Wet Sand Water Hydrodynamic Manufactured/
Neg. Filter gasins(2) Trenches/Porous Ponds or Filter or Quality Separator Proprietary
Pollutant of Concern Strips Pavement(3)(10) Wetlands Filtration Inlets Systems Devices
SedimenUTbrbidity H/M M H/M H/M H/M L (L for turbidity)
U
Y® N ❑ ® ® ❑ ❑ ® ❑ ❑ ❑
Nutrients L M H/M H/M L/M L L U
YO N ❑ ® ® ❑ ❑ ® ❑ ❑ ❑
Organic Compounds U U U U H/M L L U
Y® N ❑ ® ® ❑ ❑ ® ❑ ❑ ❑
Trash&Debris L M U U H/M M H/M U
YM N ❑ ® ® ❑ ❑ M ❑ ❑ ❑
Oxygen Demanding Substances L M H/M H/M H/M L L U
YM N ❑ ® ® ❑ ❑ M ❑ ❑ ❑
Bacteria &Viruses U U H/M U H/M L L U
Y ® N ❑ ® ® ❑ ❑ ® ❑ ❑ ❑
Oils&Grease H/M M U U H/M M L/M U
Y ® N ❑ M ® ❑ ❑ ® ❑ ❑ ❑
Pesticides (non-soil bound) U U U U U L L U
Y ® N ❑ ® ® ❑ ❑ ® ❑ ❑ ❑
Metals H/M M H H H L L U
Y ® N ❑ ® ® ❑ ❑ ® ❑ ❑ ❑
Page-22
September 28, 2007
' Water Quality Management Plan (WQMP)
' southwest Riverside Family YMCA
' Abbreviations:
L: Low removal efficiency H/M: High or medium removal efficiency U: Unknown removal efficiency
Notes:
' (1) Periodic performance assessment and updating of the guidance provided by this table may be necessary.
(2) Includes grass swales,grass strips,wetland vegetation swales, and bioretention.
(3) Includes extended/dry detention basins with grass lining and extended/dry detention basins with impervious lining.
' Effectiveness based upon minimum 36-48-hour drawdown time.
(4) Includes infiltration basins,infiltration trenches,and porous pavements.
(5) Includes permanent pool wet ponds and constructed wetlands.
' (6) Includes sand filters and media filters.
(7) Also known as hydrodynamic devices, baffle boxes, swirl concentrators, or cyclone separators.
(8) Includes proprietary storm water treatment devices as listed in the CASQA Stormwater Best Management Practices
Handbooks, other storm water treatment BMPs not specifically listed in this WQMP, or newly developed/emerging stormwater
treatment technologies.
(9) Project proponents should base BMP designs on the Riverside County Stormwater Quality Best Management Practice Design
' Handbook. However, project proponents may also wish to reference the California Stormwater BMP Handbook — New
Development and Redevelopment (www.cabmphandbooks.com). The Handbook contains additional information on BMP
operation and maintenance.
(10) Note: Projects that will utilize infiltration-based Treatment Control BMPs (e.g., Infiltration Basins, Infiltration Trenches, Porous
' Pavement) must include a copy of the property/project soils report as Appendix E to the project-specific WQMP. The selection
of a Treatment Control BMP (or BMPs) for the project must specifically consider the effectiveness of the Treatment Control
BMP for pollutants identified as causing an impairment of Receiving Waters to which the project will discharge Urban Runoff.
1
' Page-23
' September 28, 2007
' Water Quality Management Plan (WQMP)
' southwest Riverside Family YMCA
' VA EQUIVALENT TREATMENT CONTROL ALTERNATIVES
"Not applicable."
V.5 REGIONALLY-BASED TREATMENT CONTROL BMPS
' "Not applicable."
1
t
t
' Page-24
' September 28, 2007
' Water Quality Management Plan (WQMP)
' southwest Riverside Family YMCA
VI . Operation and Maintenance Responsibility for
' Treatment Control BMPs
t Operation and maintenance(O&M) requirements for all structural Source Control and Treatment Control BMPs
shall be identified in the project-specific WQMP. The project-specific WQMP shall address the following:
M Identification of each BMP that requires O&M.
' s Thorough description of O&M activities, the O&M process, and the handling and placement of any
wastes.
■ BMP start-up dates.
■ Schedule of the frequency of O&M for each BMP.
■ Identification of the parties (name, address, and telephone number) responsible for O&M, including a
' written agreement with the entities responsible for O&M. This agreement can take the form of a
Covenant and Agreement recorded by the Project Proponent with the County Recorder, HOA or POA
CC&Rs, formation of a maintenance district or assessment district or other instrument sufficient to
guarantee perpetual O&M. The preparer of this project-specific WQMP should carefully review
Section 4.6 of the WQMP prior to completing this section of the project-specific WQMP.
■ Self-inspections and record-keeping requirements for BMPs (review local specific requirements
' regarding self-inspections and/or annual reporting), including identification of responsible parties for
inspection and record- keeping.
■ Thorough descriptions of water quality monitoring, if required by the Co-Permittee.
Instructions: Identify, below all operations and maintenance requirements, as described above, ,for each structural
BMP. Where a public agency is identified as the funding source and responsible party for a Treatment Control BMP, a
copy of the written agreement stating the public agency's acceptance of these responsibilities must be provided in
Appendix G.
Structural Quantity Capital Cost Annual Start up O&M Responsible Responsible
BMPs (S) O&M (S) Date Frequency Funding Funding
Party for Party for
installation Long-Term
' O&M
Bio- 480 C.Y. $24,000 $ 5700 Prior to Quarterly YMCA YMCA
Retention Occupancy
Basin
Vegetated 67 L.F. $2800 $ 3400 Prior to Weekly YMCA City
Swale Occupancy
' The typical minimum recommended length of 100 feet can not be achieved due to site
constraints. The provided length does meet or exceed the minimum length required per
calculations in Appendix F.
' Page-25
September 28, 2007
1
Water Quality Management Plan (WQMP)
' southwest Riverside Family YMCA
' Funding
' A funding source or sources for the O&M of each Treatment Control BMP identified in the project-specific
WQMP must be identified. By certifying the project-specific WQMP, the Project applicant is certifying that the
funding responsibilities have been addressed and will be transferred to future owners. One example of how to
adhere to the requirement to transfer O&M responsibilities is to record the project-specific WQMP against the
' title to the property.
Funding Certification:
' A source of funding is required for all site design, source control, and treatment BMPs. For this project, the
owner will fund the installation, and operation and maintenance of all BMPs set forth in this WQMP until the
project is transferred to a new owner. Each owner shall record this WQMP with the County of Riverside as an
' attachment to the title of the property in order to transfer the O&M responsibilities to each new owner. Where
the owner requires a lessee or other party to install, and operate and maintain the BMPs, the owner will
maintain ultimate funding responsibilities, and will, upon default of the lessee or other party to fulfill these
' responsibilities, shall cause the same to be performed at the owner's expense. Nothing in this WQMP shall
prevent the owner from pursuing cost recovery from any lessee or other party responsible for the BMPs, or from
pursuing remedies for the default of responsibilities as provided by the lease contract and law.
' The owner for Southwest Riverside Family YMCA, 29119 Margarita Road, Temecula, CA will be responsible
for the installation, and operation and maintenance of all BMPs until such time that the site is transferred to a
new owner.
1
' Owner mpany Official's Signature Date
�q.uti2S �� WDro, � � �xec ✓�, r� � i�G��
Owner or Company Official's Printed ame Owner or Company Official's Title/Position
1
YMCA of Riverside City and County
4020 Jefferson Street
Riverside, CA 92054
951 677-9622
1
' Page-26
` September 28, 2007
' Water Quality Management Plan (WQMP)
Southwest Riverside Family YMCA
Appendix A
' Conditions of Approval
See Following Pages.
Planning Application No. PA 05-0365
Dated April 4, 2007
1
' September 28, 2007
t
City of Temecula
Planning Department
' 43200 Business Park Drive•Temecula,CA 92590•Mailing Address: P.O. Box 9033•Temecula.CA 92589-9033
1989 (951)694-6400•FAX(951)694-6477
' EGROVE
July 2, 2007
' 7
Glen Daigle INC.
' Director of Development
Oak Grove Equities, Inc.
25109 Jefferson Street, Suite 305
' Murrieta, CA 92562
SUBJECT: Planning Application No. PA05-0365 and PA07-0061, a Development Plan
' and Minor Exception to construct and operate a 26,100 square foot YMCA
recreational facility within Margarita Community Park
' Dear Mr. Daigle:
Enclosed are the requested two copies of the Final Conditions of Approval. Please return a wet
signed copy within three working days of the receipt of this letter.
The approval is effective until April 4, 2009 unless extended in accordance with the
Development Code. Written request for a time extension must be submitted to the City of
' Temecula a minimum of 30 days prior to the expiration date.
It has been a pleasure working with you during the entitlement process. If you have any
' questions regarding this subject or approval, please contact me at (951) 694-6400 or by email at
dale.west(a-cityoftemecu la.org.
Sincerely,
Dale West
Associate Planner
Enclosures: Final Conditions of Approval (2)
cc: James Morgan, Executive Director
Southwest Family YMCA
' 26111 Ynez Road, Suite B-26
Temecula, CA 92591
1
1
1
' EXHIBIT A
CITY OF TEMECULA
' FINAL CONDITIONS OF APPROVAL
Planning Application No.: PA05-0365
tProject Description: A Development Plan to construct and operate a YMCA
recreational facility totaling 26,100 square feet within a
' 0.66 acre lease area of the 20.23 acre Margarita
Community Park, located 29119 Margarita Road
Assessor's Parcel No. (AP 4:921-300-006)
MSHCP Category: Commercial
DIF Category: Service Commercial
TOME Category: Service Commercial
Approval Dater April 4, 2007
Expiration Date: April 4, 2009
' WITHIN 48 HOURS OF THE APPROVAL OF THIS PROJECTI
' Planning Department'
1. The applicahVdeveloper shall deliver to the Planning Department a cashier's check or
money order made payable to the(County. Clerk in the,amount of One Thousand Eight
' Hundred and Sixty-Four.Dollars ($1,864.00) which includes the One Thousand Eight
Hundred Dollar($1,800.00)fee, required by Fish and Game Code Section 71.1.4(d)(3)plus
the Sixty Four Dollar($64.00)County administrative fee,to enable the City to file the Notice
' of Determination for the Mitigated or,Negative Declaration required under Public Resources
Code Section 21152 and California Code of Regulations Section 15075. If within said 48-
hour period the applicantideveloper,has not delivered to the Planning Department the check
' as required above,the approval for the project granted shall be void by reason of failure of
condition [Fish and Game Code Section 711.4(c)]. (OR)
' G:\Planningl20051PA05-0365 YMCA-DRPlanningTinal COAAcc
1
t
1
1
1 '
GENERAL REQUIREMENTS'
t
G:1P16nnlng\2005%PA05 0365 YMCA-DF?�Planning\Final c0A doc
2
1
' Planning Department
211, The applicant shall sign both Copies'of the final conditions of approval that will be provided
' by the Planning Department staff,and return one signed set to the Planning Department for
their files.
3. The applicant and owner of the real property subject to this condition shall hereby agree to
' indemnify,protect, hold harmless, and defend the City with Legal Counsel of the City's own
le1. fro
section m any and all claims, actions, awards,judgments, or proceedings against the
City to attack, set aside, annul, or seek monetary damages resulting, directly or indirectly,
from any action in furtherance of.,and the;approval)of the City, or, any agency or
instrumentality thereof, advisory agency,appeal board or legislative body including actions
approved by the voters of.the City, concerning'She Planking Application. The City shall be
' deemed for purposes of this Condition,to include any agency or instrumentality thereof, or
any of its elected or appointed officials,officers;employees; consultants,contractors;legal
counsel, and agents. City shall promptly notify,both the applicant and landowner of any
claim,';action,or proceeding to which this condition is applicable and shall further cooperate
' fully in:the defense of the action. The City reserves the right to take any and all action the
City deems to be in the best interest of the City and its citizens in regards to such defense.
' 4. The permittee shall obtain City approval for any modifications or revisions to the approval of
this development plan. .
5. This approval shall be used within two yearsof the approval date,'otherwise, itshall become
' null and void. By use is meant the beginning of substantial construction contemplated by
this approval within the two-year period,which is thereafter diligently pursued to completion,
or theibeginning of substantial utilization contemplated by this approval.
' 6. The Director of Planning may, upon an application being filed within thirty'days prior to
expiration, and:for good cause.grant a time extension.of up to three 1-year extensions of
time, one year at a time.
7. A separate building permit shall be required for all signage.
' 8. The development of the premises shall substantially conform to the approved site plan and
elevations contained on file with the:Planning Department.
'
9.1 The conditions of approval specified in this resolution,to the extent specific items,materials,
equipment,techniques,finishes or similar matters are specified, shall be deemed satisfied
by staffs prior approval of;the use or utilization of an item, material, equipment, finish or,
technique that City staff determines tobe the Substantial equivalent of that required by.the
condition of approval. I Staff may elect to reject the request to substitute, in which case the
real party in interest may appeal, after payment of the regular cost of an appeal, the
decision to the Planning Commission for its decision.
' Material Color
Roofing Material BurnishedlSlate (49)
' Stucco Base Color. La Habra Eggshell (X-73)
Stucco Accent. La Habra Sandstone: 86)
' G:Tlannin9\2005\PA05-0365 YMCA-DP\Pianning\Final COA.doc
3
' Building Base RCP Split Face Block (La Paz Tan)
Rafter Tails Vista Paint Persimmons (8029)
' Storefront Window Frames Arcadia Standard Medium Bronze (AB-5)
Vision Glass
Dual Glazed Solar.Bronze Old.Castle Glass
Entry Pavers RCP Stone Top Tumbled Brown Stone
' Pillars of the Community Plaques Dark Bronze
10.` Landscaping installed for.the project shall be'continuously maintained to the reasonable
satisfaction of the Planning Director. if it is determined;that the landscaping is not being
maintained, the Planning Director shall have.the.authority to require the property owner to
bring the landscaping into;conformance with the approved landscape plan. The continued
' maintenance of:all landscaped areas shall be the responsibility of the developer or any
successors in interest.
11. Thei applicant shall paint a 3-foot x 37foot section of the building for,Planning Department
' inspection, prior.to commencing painting of the building.
12. The applicant shall submit to the Planning Department for permanent filing two 8' X 10"
' glossy photographic color prints of the approved Color and Materials Board and the colored
architectural elevations. All labels on the Color and Materials Board and Elevations shall be
readable on the, photographic prints.
13.. Trash enclosures shall be provided to house all trash receptacles utilized on the site.These
shall be clearly labeled on site plan.
' Public Works Department
Unless otherwise noted,.all conditions shall be completed by the Developer at no cost to;any
Government,:Agency. It-is understood that the Developer correctly shows on the site plan all
' existing and proposed property lines, easements, traveled ways, improvement constraints and
drainage courses, and their omission may require the project to be resubmitted for further review
and revision.
' 14. A Grading Permit for precise grading,including all on-site flat work and improvements,shall
be obtained from the Department of Public Works;;prior, to commencement of any
construction outside of the City-maintained street right-of way.
15. An I.Encroachment Permit shall be obtained from the Department of Public Works prior to
commencement of any construction`within arr:existing or proposed City right of way.
' 16. All grading plans shall be coordinated for consistency with adjacent projects and existing
improvements contiguous to the site and shall be submitted on standard 24" x 36" City of
Temecula myla[s.
17. The project"shall include construction-phase pollution prevention controls and perm&Hent
post-construction water quality protection measures into the design of the project to prevent
non-permitted runoff from discharging offsite or entering any storm drain system or receiving
water:
18. A Water Quality,Management Plan (WOMP)must be'accepted by the City,priorto the initial
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grading plan check. The WQMP will be prepared by a registered Civil Engineer and include
site design BMPs (Best Management Practices), source controls, and treatment
mechanisms.
' Building and Safety Department
19.% All design components shall comply with applicable provisions of the 2001 edition of the
' California Building, Plumbing and Mechanical Codes; 2004 California Electrical Code;
California Administrative Code, Title 24 Energy Code, California Title 24 Disabled Access
Regulations, and the Temecula Municipal Code.
' 20. The City of Temecula has adopted an ordinance to collect fees for a Riverside County area
wide Transportation Uniform Mitigation Fee(TOMF). Upon the adoption of this ordinance on
Marchi 31, 20M,this project will be subject to payment of these fees at the time of building
' permit issuance`. The fees, if applicable to the project, shall be subject to theprovisions of
Ordinance 03-01 and the fee scheduffmeof building permit isst uance.
21. Submit at time of plan review, a complete exterior site lighting plans showing compliance
with Ordinance No.655 for the regulation of light pollution:.All street-lights and other outdoor
lighting shall be shown oh electrical plans submitted to the Department of Building and
Safety. Any outside lighting shall be hooded and directed so as not to shine directly upon
' adjoining property or public rights-of-way.
22. A receipt or clearance letter from the Temecula Valley School District shall be submitted to
t the Building & Safety Department to ensure the payment or exemption from School
Mitigation Fees.,
23.` Obtain all building plans and permit'approvals:prior to commencement of any construction
t work.
24. Show all building setbacks.
' 25. Developments with Multi-tenant Buildings or Shell Buildings shall provide a house electrical
meter to'provide power,for the operation of exterior lighting, irrigation pedestals and fire
alarm systems for each building on the site. Developments with Single User Buildings shall
' clearly show on.the plansthe location of a dedicated panel in place for the purpose of the
operation of exterior lighting and fire'alarm systems when a house!meter is not specifically
proposed.
26. Provide an approved automatic fire sprinkler system.
27 All building and facilities must comply with applicable disabled access regulations. Provide
' all details on plans. (California Disabled•Access Regulations effective April;1, 1998)
28. Provide disabled access from the public way to the main entrance of the building.
29. Provide van accessible parking located as close as possible to the main entry.
30. Show path of accessibility from parking to furthest point of improvement.
' 31. Trash enclosures, patio covers, light standards,and any.block walls if not on the approved
building plans,will requhre separateiapprovals and permits.
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' 32. Signage shall be posted conspicuously at the entrance to the project that indicates: the
hours of construction, shown below,as allowed bythe,City ofTemecula Ordinance No 94-
21, specifically Section GI(1)of Riverside County Ordinance No.457.73,for site within
' one-quarter mile of an occupied residence.
Monday-Friday 6:30 a.m. —6:30 p.m. s
' Saturday 7:00 a.m.—630 p.m.
No work is permitted on Sundays or Government Holidays
' 33. Please be advised`of the,following shell building/complete building policy in the'City of
Temecula when preparing plans forsubmittals: It is our,recommendation that buildings with
a known tenant or occupant be submitted as a complete building. Please consider the
attached Building and Safety Department policy in determining the course of your design
' work and subsequent submittal.
34. Obtain street addressing for all proposed buildings prior to submittal for plan review.
35. Restroom fixtures, number and type, to be in accordance with the provisions of the 2001
edition of the California Building Code Appendix 29.
' 36. Provide electrical plan including load calculations and panel schedule, plumbing schematic
and mechanicalplan applicable to scope of work for plan review.-
' 37. Truss calculations that are,stamped,by.the engineer of record and the truss'manufacturer
engineer are required for plan review submittal.
38. Provide precise grading plan at plan check submittal to check accessibility for persons with
disabilities.
39. Apre-construction meeting is required with the building inspector prior to the start of the
' building construction.
Fire Prevention
' 40. Final fire and life safety conditions will be addressed when building plans are reviewed by
the Fire Prevention Bureau. These conditions will be based on occupancy, use,.the
California Building Code(CBC),California Fire Code(CFC),and related codes which are in
' force at the time of building plan submittal.
41. The fire sprinkler riser and.fire alarm controlpanel will be located in the same room with no
' other equipment. The room will require exterior'access. This is per Tenec .Ia unicip21
Code 15.16.020.
42.' The Fire Prevention Bureau is required to set a minimum fire flow for,the:remodel or,
' construction of all commercial buildings,par CFC Appendix IILA, Table A-III-X.1. The
developer shall,provide for this project, a water system capable of delivering,4,000 GPM at
20 PSI'residual operatingjpressure fora 4 hourduration.'The Fire Flow as given above has
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' taken into account all information as provided(CFC 903.25 Appendix III-A).
43,; The Fire Prevention Bureau is required to set minimum fire hydrant distances per CFC ,
' Appendix III-B, Table A-III-B-1. A combination of on-site,and off-site (6" z 4" x 2-2 :1/2"
outlets) on a looped system shall be located on fire access roads and adjacent to public
streets. Hydrants shall be:spaced at 350 feet apart,at each intersection and shall be located
no more than 210 feet from any point on the street or Fire Department access road(s)
' i frontage to an ;hydrant. The required fire flow shall.be available from.'any adjacent
hydrants) in the system, The upgrade of existing fire hydrants may be required (CFC
903:2;:903A.2, and Appendix III-B),
' 44. If construction is phased, each phase shall,provide approved access and fire protection
prior to any building construction (CFC 8704.2 and 902:2.2).
Community Services Department
45.i The developer shall contact the Maintenance Superintendent fora pre-design meeting to
' obtain TCSD design specifications for the landscape plan.
46. Construction ofthe project shall commence 1.pursuant to a pre-construction meeting with the
' developer, TCSD Maintenance Superintendent, Building and Safety inspector and Public
Works inspector. Developer shall comply. with City and TCSD review and inspection
processes.
47. The developer or the developer's assignee, shall be responsible for all maintenance of the
landscaping area1.s u1.ntil such time as those responsibilities are.accepted by the TCSD.
' 48. Developer shall comply with the Public Art Ordinance.
49. Access to the area of the park south of the building will be provided at all times during
construction. This access will meet all ADA requirements.
' 50.' The.developer 'shall contact the City's franchised solid waste hauler for disposal of
construction debris. Only,tha City's franchisee may haul construction debris.
' 51.` Location of the project monument sign and the planting and irrigation retrofit plan will be
m
review and approved by TCSD prior to installation.
' 52. All utilities for the YMCA building will be metered separately from the park.
53.' Security lighting will be provided on.the sides of the building.
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' Planning Department,
54. Priorto issuance of grading permit, the applicant shall submit a Phase.1 Cultural Study as
' requested by the Eastern Information Center's transmittal dated December 12,2005(a copy
of which is attached), and the applicant shall comply with all mitigation measures identified
within the report.
' 55. The following shall be included in the Notes Section of the Grading Plan: ,if at any time
during excavation/construction of the site,archaeologicalkultural resources,or any artifacts
-. o.
r other objects which reasonably'appears to be evidence of cultural or archaeological
' resource are discovered,the property owner shall immediately advise the City of such and
the City shall cause all further excavation or other disturbance of the affected area to
immediately cease. The Director of Planning at his/her sole discretion may requite the
propertto y deposit a sum of money it deems reasonably necessary to allow the City to
consult and/or authorize an independent, fully qualified.specialist to inspect the site at no
cost to the City,l in order:to assess the significance of the find. Upon determining that the
discovery is not archaeological/cultural resource,the Director of Planning shall notify,the
t property,owner of such determination and shall authorize the resumption of work. Upon
determining that the discovery is an archaeological/cultural resource, the Director of
Planning shall notify the property owner that no further ezcavationvelo:or depment may,take
' place:until a mitigation plan or other corrective measures have been approved by the
Director of Planning."
56. Provide the Planning Department with a copy of the underground water plans and electrical
' plans,for verification of proper placement of transformer(s)and double detector check prior
to final agreement with the utility comp"anies.
' 57. Double detector check valves shall be either installed underground or internal to the project
site at locations not visible from the public right-of-way,subject to review and approval by
the Director of Planning.
' Public Works Department
58. A Grading Plan shall be prepared by a registered Civil Engineer and shall be:reviewed and
' approved by the Department of Public Works. ;The grading plan shall include all necessary
erosion control; measures needed" to adequately protect aoococ public and private
property.
59.: The Developer shall post security and enter into an agreement guaranteeing the grading
and erosion control improvementsin conformance with applicable City Standards:and
subject to approval by the Department of Public Works:
' 60.; A Soil'Report shall be prepared by a registered Soil or Civil Engineer and submitted to the
Director of the Department of Public Works with the initial grading plan check. The report
' shall address all soils conditions of the site, and provide recommendations for the
construction ofengineered structures and pavement sections.
61.! The Developer'shall have a Drainage,Studypeepairbd by a registered Civil Engineer,in
accordance with City Standards identifying storm xp
water runoff eected from this site and
upstream of this site. The study shall identify all existing or proposed public or private
drainage facilities intended to discharge this runoff. The study'shall also analyze and
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' identify impacts to downstream properties and;provide specific recommendations to protect
the properties and mitigate any impacts. Any upgrading or upsizing of downstream
facilities, including acquisition of drainage or access easements-necessary to make required
' improvements, shall be provided by the Developer.
62. Construction-phase pollution prevention Controls shall be consistent with the City's Grading,
Erosion & Sediment Control Ordir once and associated technical manual,and the City's
' standard notes for Erosion and Sediment Control.
63.; Theproject shall demonstrate coverage under the. State NPDES General Permit for
' Construction Activities by providing a copy of the Waste Discharge Identification number
(WDID) issued by the'State Water Resources Control Board (SWRCB). 'A Stormwater
Pollution Prevention Plan(SWPPP),shall be available atthe site throughout the duration of
construction activities.
' 64. As deemed necessary by the Director,of the Department of Public Works, the Developer
shall receive written clearance from the following agencies:
a. Planning Department
b. Department of Public Works
' 65. The Developer shall comply with alF, constraints which may, be shown upon an
Environmental Constraint Sheet (ECS) recorded with any underlying maps;relkbcl to the
subject property.
' 66.i Permanent landscape and irrigation plans shall be submitted to the Planning Department
and the Department of Public Works for review and approval.
t 67.+ The applicant shall comply with the provisions of Chapter 8.24 of the Temecula Municipal
Code(Habitat Conservation)by paying the appropriate fee set forth in that Ordinance or by
providing documented evidence that the fees have already been paid.
' 68. The Developer shall obtain any necessary letters of approval or slope easements for off-site
work performed on adjacent properties as directed by the Department of Public Works.
tBuilding and Safety Department
69.i Provide appropriate stamp of a registered professional with original signature on plans prior
tto permit issuance.
Fire Prevention
' 70. As required by the California Fire Code,when any portion of the facility is in excess of 150
feet from a water supply on a public street, as measured by an approved route around the
exterior of the facility,on-site fire hydrants"and mains capable of supplying the required fire
' flow shall be provided: For this"project on site fire hydrants are required (CFC 903.2).
71. Maximum cul-de-sac length shall not exceed 1320 feet.Minimum turning radius on any cul-
, de-sac shall be forty-five (45)feet (CFC 902.2.2.2.3 and Subdivision Ord 16.03.020).
72. Prior to building 1construction, all locations where structures are to be built shall have
' approved temporary Fire Department vehicle access roads for use until permanent roads
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' are installed.Temporary Fire Department access roads shall bean all weather surface for
80,000 lbs. GVW (CFC 8704.2 and 902.2.2.2).
' 73 Fire Department vehicle access roads shall have an unobstructed width of not less than
twenty-four(24)feet and an unobstructed vertical clearance of not less than thirteen (13)
feet six (6) inches (CFC 902.2.2.1).
' 74. The gradient for a fire apparatus access roads shall not exceed fifteen (15) percent(CFC
902.2:2.6 Ord. 99414).
' 75. Prior to buildingconstruction, dead end road ways and streets in excess of one hundred
and fifty (150) feet which have not been completed shall have a turnaround capable of
accommodating fire apparatus (CFC 902.2.2.4).
t76. Pnor to building construction,this development shall have two (2) points of access,via all-
weather surface roads, as approved by the Fire Prevention Bureau (CFC 902.2.1).
' Community Services Department
77. The construction contractor shall provide necessaryinsurance and name the City as
additional insured.
' 78.; Demolition and retrofit plans forthe existing irrigation system and walkway lighting shall be
reviewed and approved by the Director of Community Services. All remaining park lighting
' will be functional at all times.
79. An amendment to the existing ground lease with the City shall be approved by the Council.
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' Planning Department
80. All downspouts_shall be internalized.
' 81. Three ,Copies oflConstruction Landscaping and Irrigation Plans shall be reviewed and
approved by the.
Planning Department. These plans 'shall be certified by a licensed
landscape architect and shall conform to the approved conceptual landscape plan, or as
' amended by these conditions. The location, number,genus,species,and container size of
the plants shall tie shown The plans shall be consistent with the Water Efficient Ordinance.
The plans shall be accompanied by the following items:
Appropriate filing fee(per the City.of Temecula Fee Schedule at time of submittal).
b. Provide a minimum five foot wide planter to be installed.at the Perimeter of all
parking areaa 11s. Curbs,1.walkways, etc. are not to infringe on.this area.
c. Provide 24-inch box trees at the front'and rear of the building (non-slope areas).
d. Provide concrete mow curb per Temecula Community Services District standards.
e. Proposed sidewalk'improvements shall be ADA compliant,
f. A note on the plans stating',that "Two landscape Inspections are required: one
' inspection is required for irrigation lines and a separate inspection is required for
final planting inspection".
g. A note on the plans stating,that "Thecontractor shall provide two copies of an
' agronomic soils reportat the first irrigation inspection".
h. One copy of the approved grading plan.
i. Water usage calculations per Chapter 17.32 of the Development Code (Water
' Efficient Ordinance).
j. Total cost estimate of plantings and irrigation (in accordance with approved plan).
k. The locations of all existing trees that will be saved consistent with'the tentative
map.
1. A landscape maintenance program shall be submitted for approval,which details the
' proper maintenance of all proposed" plant materials to assure proper growth and
landscape development for the long-term esthetics of the property. The approved
maintenance program shall be provided to the landscape maintenance contractor
' who shall be responsible to carryout the detailed program:
M.
Specifications shall indicate that a minimum of two landscape site inspections will be
required: One Inspection to verify that the irrigation mainline is capable of being
pressurized to 150 psi for a minimum period of two (2) hours without loss of
pressure:The second inspection will verify that all irrigation systems have head-to-
head coverage, and to verify that all plantings have been installed consistent with
the approved,construction landscape plans. The applicant/owner shall contact the
Planning Department to schedule inspections.
82. Building plans shall indicate that all roof hatches shall be painted "International.Orange".
83. The construction plans shall indicate the application of painted rooftop addressing plotted on
a 9-inch grid pattern with 45-inch tali'numerals;spaced 9-inches apart. The numerals shall
be painted with a standard 9-inch paint roller using fluorescent yellow paint applied over a
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' contrasting background. The address shall be oriented to the street and placed as closely
as possible to the edge of the building closest to the street.
' Public Works Department
84. .. Precise grading plans shall conform,,to applicable City of Temecula Standards subject to
approval by theiDirector of the Department of Public Works.
' 85. The building pad shall be certified to have been substantially constructed in accordance with
the approved Precise Grading Plan by a registered,CiviliEngineer and the Soil Engineer
' shall issue a Final Soil Report addressing compaction and site conditions.
86. The Developer.shall.pay,to the City the Public Facilities Development Impact Fee as
required by, and in accordance with, Chapter 15.06 of the Temecula Municipal Code and all
Resolutions"implementing Chapter 15.06.
87. The Developer shall pay to the City the Western Riverside County Transportation Uniform
' Mitigation Fee (TUMF) Program as required by, and in accordance with, Chapter 15.08 of
the Temecula Municipal Code and all Resolutions implementing Chapter 15.08.
' Fire Prevention
88. r Prior to issuance of building permits; the developer shall furnish three copies of the water .
'system plans directly to the Fire Prevention Bureau for approval prior t0r installation. Plans
' shall be signed by a registered civil engineer;,contain a Fire Prevention Bureau approval
signature block;:;and conform to hydrant type, location, spacing:and minimum fire"flow
standards.' After the plahs'am'signed by the local water company, the originals shall be
' presented to the Fire Prevention Bureau for signatures. The, required water system
including"fire hydrants shall be installed and accepted by-the appropInate water agency prior
A6 any combustible building materials being;placed "on' an individual lot,(CFC 8704.3,
901.2.2.2 and National Fire Protection Association 24 14.1)
89. Prior to buildingpermit, all locations where structures are to be built 9halli have approved
Fire Department vehicle access roads to within 150 feet o any portion of the facility. r any
' portion of an exterior wall of the building(s). Fire Department access roads shall be an all
weather surface designed for 80,000 lbs. GVW with"a minimum AC thickness of .25 feet
(CFC sec 902).
Prior to issuance of building permit fire sprinkler plans shall be submitted to the Fire
Prevention Bureau for approval. Three sets of sprinkler plans must be submitted bythe
installing contractor to the Fire Prevention Bureau.
' 91. Prior to issuance of building permit fire alarm plans shall be submitted to the Fire Prevention
Bureau for approval. Three sets of alarm plans must be submitted by the installing
t contractor to the Fire Prevention Bureau.
Prior.to Assuance of building permits,fuel'modification plans shall be submitted to the Fire
Prevention Bureau for review and approval for all'op.en space areas adjacent to the..
' Wild land.-vegetation interface (CFC Appendix 11-A).
93.. Prior to issuance of bullding permits, plans for structural protection from vegetation fires
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' shall be submitted to the Fire Prevention Bureau for review and approval. The measures
shall include, but are not limited to, enclosing eaves, noncombustible barriers (cement or
block walls), and fuel modification zones (CFC Appendix II-A).
' 94. Prior to building permit issuance,a full technical report maybe required to be submitted and
to the,Fire Prevention Bureau.This reportshall but not be limited to,all fire and life
safety measures,per,1998 CFC, 1998 CBC, NFPA— 13,124, 72 and 231-C
' Community Services Department
' 95. The developer shall provide TCSD verification of arrangements made with the City's
franchise solid waste hauler for disposal of construction debris.
96. Landscape construction documents: shall be'submitted' for approval by the Director of
' Community Services. Developer will pay applicable fees.
97. :' The developer .shall post security; and enter into an agreement for the landscape
' improvements.
98. Construction plans shall be reviewed and approved by Riverside:County Department of
Environmental Heath.
99. All necessary utility easement documents(ie.water,sewer,electric,gas, phone and cable)
shall be submitted to TESD for review and-approvalby the City Council. All costs
' associated 11 with obtaining the utility easements shall by paid by the developer.
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' THIS PERMIT
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' Planning Department
100. Prior to the release of power, occupancy, or any use allowed by this permit,the applicant
' shall be required to screen all loading areas and roof mounted mechanical equipment from
View of the adjacent residences and public right-of-ways.' If upon final inspection it is
determined that any mechanical equipment, roof equipment or backs of building parapet
walls are visible from anyportion of the publicright-of-way adjacent to the project site;the
' developer shallprovide screening by constructing a sloping the covered mansard roof
element or other screening if reviewed and approved by the Director of-Planning.
' 101. Alf,required landscape planting and irrigation shall have been installed consistent with he
approved construction" plans and shall be in a condition.acceptable to the Director of
Planning. The plants shall.be healthy and free of weeds, disease;:or pests. The irrigation
system shall be'properly constructed and in good working order. !,
102: Performance securities, in amounts to be determined by the Director of Planning, to
guarantee the maintenance of the plantings in,accordance with the approved construction
' landscape and irrigation plan shall be filed with the Planning Departrrentfora period ofone
year from final certificate of occupancy. After that'year, if the landscaping„and irrigation
system have been maintained in a conditionsatisfactory to the Director 6UPlanningi the
' bond shall be released upon request by the applicant.
103. Each parking space reserved for the handicapped shall to identified by.a permanently
affixed reflectorized sign constructed of porcelain on steel,beaded'text or equal,disp1.laying
' the International Symbol of Accessibility. The sign shall not be smaller than 70 square
inches in area'and shall be centered at the interior end of the parking space;at a minimum
height of 60 inches fromthe bottom of the sign'to the parking space finished grade, or
centered at a,mnimum height of'36 inches from the parking space finished grade,ground, ,
or sidewalk. Ae,sign shall also be posted in a conspicuous placat each entrance.to the off-
street:parking facility, not less than 17 inches by 22 inches, clearly and conspicuously
' stating the following:
"'Unauthorized vehicles parked in designated accessible spaces "not
displaying distinguishing.placards or license plates issued'for persons with
' disabilities may be towed away at owner's expense.Towed vehicles may be
reclaimed by telephoning 951 696-3000.” ,
104. In addition to the above requirements, the surface of each parking place shall have a
surface identification sign duplicating the:Symbol of Accessibility in blue paint of at least
the
re feet in size.
' 105. All site improvements including but not limited to parking areas and striping shall be
installed prior to occupancy or any use allowed by this permit.
' 106. All of the foregoing conditions shall be complied with prior to occupancy or any,use allowed
by this permit."
Public Works Department
' 107. The project sh all demonstrate that the pollution prevention BMPs outlined:in the WQMP
have been constructed and installed in conformance with approved plans and are ready for
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' immediate implementation.
108: As deemed necessary by,the Department Of Public Works, the Developer shall receive
' written clearance from the following agencies:
a. Rancho California Water District
b. Eastern Municipal Water District
' C. Department of Public Works
109. The existing improvements shall be reviewed. Any appurtenance damaged or broken shall
' be repaired or removed and replaced to the satisfaction of the Director of the Department of
Public Works.
' Fire:Prevention
110: Prior to issuance of a Certificate of Occupancy or building final, 'Blue Reflective Markers"
shall tie installed to identify fire hydrant lo6ations•(CFC'901.4.3).
Prior fo issuance of a Certificate of Occupancy or building final, approved numbers or
addresses shall be provided on all new and existing buildings in such a position as to be
' plainly visible and legible from the street or road fronting the property. Numbers shall be of
a contrasting colorto their background. Commercial, multi-family residential and industrial
buildings shall have a minimum twelve(12)Inches numbers with suite numbers a minimum
' of six(6) inches in size..All suites shall gave a minimum of six (6) inch high: titters and/or
numbers on both the front and rear doors. Single family residences and multi-family
residential units shall have four (4).inch letters and /or'numbers, as approved by the Fire
Prevention Bureau (CFC 901.4.4).
112. Prior to issuance of a Certificate of Occupancy or building final, a directory display
monument sign shall be required for apartment, condominlurn, townhouse oc mobile home
'
parks. Each complex shall have an illuminated diagrammatic layoutof the complex which
indicates thall s
e name of the complex, treets, building identification, unit numbers,and fire
hydrant locations within the complex`.Location of the sign and design specifications shall be
submitted to and be approved by the Fire Prevention Bureau prior to installation.
' 113. Prior to issuance of Certificate of Occupancy or building final, based on square footage and
type of construction, occupancy or use the developer shall install ei fire sprinkler, system
' (CFC Article 10, CBC Chapter 9). ,
114. Prior to issuance of Certificate of Occupancy or building final, based on a requirement for
monitoring the sprinkler system,occupancy or use,the developer shall Install an fire alarm
' system monitored by.an approved Underwriters Laboratory listed central station. Plans
shall be submitted to the Fire Prevention Bureau for approval prior to installation (CFC
Article 10).
115. Prior to the issuance of a Certificate of Occupancy or building final, a "Knox-Box"shall be
provided. .The.Knox-Box shall be installed a minimum of six (6) feet in height and be
' located to the right side of the main entrance door(CFC 902.4).
116. AWmanual and electronic gates on required Fire Department access roads or gates
obstructing Fire Department building access shall,be provided with the Knox Rapid entry
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' system for emergency access by fire fighting personnel (CFC 902:4).
' 117. Prior to final inspection of any building, the applicant shall prepare and submit to the Fire
Department for approval„a site plan designating Fire Lanes with appropriate lane painting
and or'signs.
P.riorto the issuance of a Certificate of Occupancy or building final,the developerlapplicant
shall be responsible for obtaining,underground and/or aboveground tank permits forthe
' storage of combustible liquids, flammable liquids'or any other hazardous materials from
both the County Health department ardirre Prevention Bureau(CFC 7901.3 and 8001.3).
119`. Prior to issuance of a Certificate of Occupancy or building final a simple plot plan grid a
' simple floor.plan, each as an electronic file of the .DWG format must be submitted to,the
Fire Prevention Bureau.Attemative1 file formats may be acceptable, contact fire prevention
for approval.
' 120, The applicant shall submit for review and approval by the Riverside County Department of
Environmental Health and City Fire Department an update to the Hazardous Material
Inventory Statement and Fire Department Technical Report on file at the city; should any
' quantities used or stored onsite increase or should changes to operation introduce any
additional hazardous material not listed in existing reports (CFC Appendix II-E).
' Community Services Department
121. The parking lot.will be resealed and restriped.'
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' M. Flood protection shall be provided in accordance with the Riverside County Flood Control
District's transmittal dated December 28, 2005, a copy of which is attached. The fee is
madepayable to the Riverside County Flood;Control Water District by either a cashier's
' check or money order, prior to the issuance of a grading permit(unless deferred to a later
date by the District), based upon the prevailing area drainage plan fee.
123The applicant stall comply with the recommendations set forth in the Rancho California
tWater District's transmittal dated December 2,2005, a copy of which is attached.
By placing my signature below, I confirm that I have read, understand and accept'all the above
' Conditions of Approval. it further understand that the property shall be maintained in conformance
with these conditions of approval and that any changes I may wish to make to the project shall be
subject to Community Development Department approval.
t Applicant`s Signature Date
\ IY%W,.W
_c aw5 Gyu� atld�.
' Applicant's Printed Name Ali u �
1
1
1
1
1
1
1
' Gvlaming120051PA05-0365 YMCA bmpianninglRnal COA.doc
21
CITY OF TEMECULA
' COMMUNITY DEVELOPMENT DEPARTMENT
BUILDING AND SAFETY DIVISION
' 1989 POLICY AND PROCEDURE
DESCRIPTION: Shell Buildings
' APPROVED BY: Anthony J Elmo, Director of Building and Safety
tREPLACES: 5/30/2003
Acceptance of Construction Plans for new commercial buildings shall fit one of the two (2)
' following categories:
Shell Building
' Complete Building
DEFINITIONS
' Shell Building- a shell building is one that does not supportoccupancy. It may beja building
built for speculation or built prior to finalization of lease agreements and/or tenant improvement
plans.
' A Shell Building is comprised of
Finalized exterior walls
Finalized roof diaphragm and roof covering; and may contain;
Lobby
Corridors
Core Restroom Facilities
t Stairshafts
Elevators
Mechanical Equi pmentmounted on roof,(no distribution)
' Complete Building- a complete building is,one that can support occupancy. It also may be
built for speculation but has all components in place to support'occupancy.
' A Complete Building is comprised of:
Finalized exterior walls
' Finalized roof diaphragm and roof covering
Core Restroom facilities
Complete lighting and mechanical distribution systems
' G:\Planning\2005\PA05-0365 YMCA-DPRanningTinal COA.doc
22
1
1
' Complete automatic fire sprinkler and alarm system, and may have:
Lobby
Corridors
' Stairshafts
Elevators
MINIMUM PLAN CHECK SUBMITTAL REQUIREMENTS
'. Shell Building
Soils Report
' Structural Frame Automatic Fire:Sprinkler Plan
Underground Plumbing Plan Mechanical Equipment Roof Mount Layout Only
Underground Electrical Plan Landscape/Irrigation Plan (separate submittal)
' Electrical SwitchgeP
ar Ian
Complete Building
Soils'Report
' Structural Frame/Architectural Plan
_: Co
mplete,Plumbing Plan and schematics
Complete Electrical Plan and Load Calcs
' Complete Mechanical and Energy Plans
Automatic Fire Sprinkler and Alarm Plans
Landscape and Irrigation Plan (separate submittal)
tRELEASE OF UTILITY REQUIREMENTS
Shell Building- Hou§-'Meter Only
' Building Shall Be Weatherized r
Automatic Fire Sprinkler System Shall Be Operational and Accepted
Fire Department Access Provided
' Exterior Shell and Site Improvements Shall Be Complete
Interior Elements Shall Be Deemed Safe as Determined by Building Inspector
Complete Building-House Meter Only
All Building'and Site Construction Shall Be Completed or Deemed Safe by the Building
Inspector
All Project Conditions of Approval Shall Be Complete and Accepted by the Conditioning City:
' Department
RELEASE OF TENANT IMPROVEMENT PERMIT
' Shell Building. R61ease of Tenant Improvement Permit will Not Be Issued Until After the
Release of themHouse Electrical Meter
Coplete Building- Release of Tenant Improvement Permit will Not Be;Granted Until
' Approvel,of Building Shell Energy Inspection (framing, rough M,P&E {if applicable}'and
insulation).
' Any variance to these requirements must be submitted in writing to the Director of Building and
Safety for consideration.
' G:\P1ann1n6\20051PA05-0365 YMCA-InPlanningTinal CCA.doc
23
' Water Quality Management Plan (WQMP)
' Southwest Riverside Family YMCA
Appendix B
' Vicinity Map, WQMP Site Plan, and Receiving Waters Map
1
1
1
September 28, 2007
' APPENDIX B
WQMP VICINITY MAP
Oo
0
SCALE.' 1'=400'+
SI TE �y.. .
ECJ
$�,i}
�N }l `lyll U '
' APPENDIX B
' WQMP RECEI VING WATERS MAP
GROUND LEASE
' YMCA
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o / ,nstruction Yte oun ar `1 PER RCFC&WCD
PROPOSED BUILD/NG
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/Q PRa -- EXISTING WALKWAY � l
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EXISTING GRADE EXISTING GRADE
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I IV EXISTING GRADE �, PROPOSED GRADE (l% MIN.) -' Survgors
12 DRA/N P/PE Pro essZonal Caval.fin sneers and L and
SEC TION
SECTION EXIST/NG GRADE NOT TO SCALE 2080 Winerici e Place, Suite A,Escondido,C A 92029
SECTION ,'. SECTION/ON g
2 NOT TO SCALE 3 NOT TO SCALE 'N•' 5 Phone 760 741-3577 FAX 760 897-2165
SECTION `\ ``'`- NOT TO SCALE
E-1viail: NILBenesh@pacbell.net
"4' NOT TO SCALE
SEAL DESIGNED B Y: DRAWN B Y: CHECKED B Y: it
VRA WING N0.
CONS TRUC TION RECORD
DA TE BY REVISION DESCRIPTION DA TE ACC D BENCHMARK SCALE QRo�EI SS1.
MLB RECOMMENDED B Y: QA TE: TemeculaDEPARTMENT OF PUBLIC WORKS
,��P6 13 6, <� MLB JRS
RI VERSIDE COUNT Y BM - RC T30 HORIZONTAL S �LN1%
� PREPARED UNDER THE SUPERVISION OF " ' •• ,w,«
1083.72 .,,', I q�� FAMILY YMCA
CONTRACTOR. ' '.ELEV , `�; SourHw srRIVERSIDE
DATE: 1982-09-0/ /�����, EXP. AE E? MAR09 693 2maACCEPTED BY: DATE.' -1, ;�,,L 1,,
n DANIEL A. YORK �. ,,, I WOMP SPLAN
DESCRIPTION. 2.5 BR DsK STMPD T-30-81 DATE R. 11
INSPECTOR. VERTICAL � % .�
DEPUTY Y DIRECTOR OF PUBLIC WORKS / Cl T Y ENG/NEER '' I ��
LOCA TION . THE TEMECULA UNION qT/� CIVIC �' MICHAEL L. BENESH a'��' ,. .q,'�y{,,y PA 05-OJ65
la
I I
o� cA� R.C.E. 432/2 EXP. 3/3//08 . ,: SHEET OF l
DA TE COMPLETED.
SCHOOL l E L Y OF FLAG POLE, N,A, RCE 378 93 REG. EXP 313//0 9
- ��������������������������������������m-- .. ��������������������������l-.-... �����������m--.. �����������������������������m_. - ,I ,WOMP APPENDIX B
Water Quality Management Plan (WQMP)
' southwest Riverside Family YMCA
Appendix C
' Supporting Detail Related to Hydraulic Conditions of Concern
The 10 year storm runoff from the site will increase due to the increased amount of impervious area. This will be mitigated
by the inclusion of the bio-retention basin which will also act to store the additional runoff from the development and release
' it over time.
The attached calculations are for a Short Cut Synthetic Hydrograph for a 2 year and a 10 year 24 hour storm, as per the
RCFC&WCD Manual. The additional volume of runoff generated by this development will be retained in the basin.
Volume of Retention Basin (At 1' depth)
Bottom Area of basin: 2348 s.f.
' Mid area of basin: 2787 s.f.
Top are of basin: 3244 s.f.
Volume of basin=(2348 +2787+2787+3244)/4=2792 c.f.
' Required Volume of Retention
Pre-development 10 year 24 hr. Storm Runoff Volume= 1,790 c.f.
' Post-development 10 year 24 hr. Storm Runoff Volume—4,805 c.f.
The basin design infiltration rate is 0.5 in/hr. Using a safety factor of 3 and the area of the bottom of the basin,the infiltration
rate is a maximum of:
Inf-Basin=(2348 s.f. * 0.5 in/hr)/(3 * 12in/ft)=32.6 c.f. /hr.
The total infiltration into the basin during the 24 hour storm will be:
Infiltration=32.6 c.f./hr x 24 It=782 c.f.
The design volume needed for the basin is:
Volume=4805— 1790—782=2,233 c.f. <2792 c.f. provided.
' Capacity of Riser Inlet(Overflow)
Q=3.0 *H�s*P
Q100=3.02 cfs
P=3.14x3=9.4' (3' dia Pipe)
Therefore H=0.23'
Top of Berm= V above riser pipe,therefore freeboard=0.77'.
Dischame Velocity
2 Year Q=0.18 cfs
Manning Pipe Calculator
' Given Input Data:
Shape ........................... Circular
Solving for..................... Depth of Flow
' Diameter........................ 12.0000 in
Flowrate ........................ 0.1800 cfs
Slope ........................... 0.0060 ft/ft
Manning s n ..................... 0.0150
' September 28, 2007
Rational Method Calculation Form Frequency 2 Year Sheet Hyd-1 of 3
Project: YMCA Proposed Existing Condition Calculated by MB
1=0.25 In/hr. Date: February 15, 2007
Drainage SOH1----&7 A I C Q Sum Q Slope Section V L T Sum T Remarks
Area Development Acres In./Hr. CFS CFS '/Sec. Ft. Min.
Proposed Condition
A B - 80% Imp 0.44 0.25 0.76 0.08 8.5 plate D-3 - L=350', H=4.5'
B B - 90% Imp 0.47 0.25 0.83 0.10 0.08 0.018 Street 2.0 26 0.28.7 2 fps assumed
0.18
Existing Condition
A & B B - Undev 0.91 0.25 0.18 0.04 18.0 plate D-3 - L=250', H=6'
0.04
Rational Method Calculation Form Frequency 10 Year Sheet Hyd-2 of 3
Project: YMCA Proposed Existing Condition Calculated by MB
Date: February 15, 2007
Drainage I Soil &7 A I C Q Sum Q Slope Section v L T Sum T Remarks
Area Development Acres In./Hr. CFS CFS '/Sec. Ft. Min.
Proposed Condition
A 8 - 80% Imp 0.44 2.59 0.85 0.97 8.5 plate D-3 - L=350', H=4.5'
0.97 0.018 Street 2.0 26 0.2
B B - 90% Imp 0.47 2.55 0.88 1.05 8.7 2 fps assumed
2.02
Existing Condition
A & B B - Undev 0.91 1.71 0.56 0.87 18.0 plate 0-3 - L=250', H=6'
0.87
Rational Method Calculation Form Frequency 100 Year Sheet Hyd-3 of 3
Project: YMCA Proposed Exisitng Condition Calculated by MB
Date: February 15, 2007
Drainage Soil & A I C Q Sum Q Slope Section v L T Sum T Remarks
Area Development Acres In./Hr. CFS CFS '/Sec. Ft. Min.
Proposed Condition
A B - 80% Imp 0.44 3.82 0.87 1.46 8.5 plate D-3 - L=350', H=4.5'
1.46 0.018 Street 2.0 26 0.2
B B - 90% Imp 0.47 3.77 0.88 1.56 8.7 2 fps assumed
3.02
Existing Condition
A & B B - Undev 0.91 2.52 0.63 1.44 18.0 plate 0-3 - L=250', H=6'
1.44
copy
1
Retention Basin Calcs Frequency 10 Year Sheet Hyd-1 of 12
Project: YMCA 24 Hour Storm Calculated by MB
Pre-Development Date: February 28, 2007
Area= 0.91 Ac IMP= 0.10
Interval= 15 min. P-10= 2.90 in.
Fp= 0.41 in/hr
P6= 2.90 in/hr F= 0.37 in/hr
Fm= 0.19 in/hr
' fime Periot T % P Ft (in/hr) I Eff Rain Q Volume
Min. in/hr Max Min(0.8P) in/hr cfs CF
' 1 15 0.2 0.023 0.659 0.019 0.005 0.004 4
2 30 0.3 0.035 0.651 0.028 0.007 0.006 6
3 45 0.3 0.035 0.644 0.028 0.007 0.006 6
' 4 60 0.4 0.046 0.636 0.037 0.009 0.008 8
5 75 0.3 0.035 0.629 0.028 0.007 0.006 6
6 90 0.3 0.035 0.621 0.028 0.007 0.006 6
' 7 105 0.3 0.035 0.614 0.028 0.007 0.006 6
8 120 0.4 0.046 0.606 0.037 0.009 0.008 8
9 135 0.4 0.046 0.599 0.037 0.009 0.008 8
' 10 150 0.4 0.046 0.592 0.037 0.009 0.008 8
11 165 0.5 0.058 0.584 0.046 0.012 0.011 10
12 180 0.5 0.058 0.577 0.046 0.012 0.011 10
' 13 195 0.5 0.058 0.570 0.046 0.012 0.011 10
14 210 0.5 0.058 0.563 0.046 0.012 0.011 10
' 15 225 0.5 0.058 0.556 0.046 0.012 0.011 10
16 240 0.6 0.070 0.549 0.056 0.014 0.013 11
17 255 0.6 0.070 0.542 0.056 0.014 0.013 11
' 18 270 0.7 0.081 0.535 0.065 0.016 0.015 13
19 285 0.7 0.081 0.528 0.065 0.016 0.015 13
20 300 0.8 0.093 0.521 0.074 0.019 0.017 15
' 21 315 0.6 0.070 0.515 0.056 0.014 0.013 it
22 330 0.7 0.081 0.508 0.065 0.016 0.015 13
23 345 0.8 0.093 0.501 0.074 0.019 0.017 15
' 24 360 0.8 0.093 0.495 0.074 0.019 0.017 15
25 375 0.9 0.104 0.488 0.084 0.021 0.019 17
26 390 0.9 0.104 0.482 0.084 0.021 0.019 17
' 27 405 1.0 0.116 0.475 0.093 0.023 0.021 19
28 420 1.0 0.116 0.469 0.093 0.023 0.021 19
' 29 435 1.0 0.116 0.462 0.093 0.023 0.021 19
30 450 1.1 0.128 0.456 0.102 0.026 0.023 21
31 465 1.2 0.139 0.450 0.111 0.028 0.025 23
' 32 480 1.3 0.151 0.444 0.121 0.030 0.027 25
33 495 1.5 0.174 0.437 0.139 0.035 0.032 29
34 510 1.5 0.174 0.431 0.139 0.035 0.032 29
' 35 525 1.6 0.186 0.425 0.148 0.037 0.034 30
36 540 1.7 0.197 0.419 0.158 0.039 0.036 32
37 555 1.9 0.220 0.413 0.176 0.044 0.040 36
Page K-1
' Retention Basin Calcs Frequency 10 Year Sheet Hyd-2 of 12
Project: YMCA 24 Hour Storm Calculated by MB
' Pre-Development Date: February 28, 2007
Area= 0.91 Ac IMP= 0.10
Interval= 15 min. P-10= 2.90 in.
' Fp= 0.41 in/hr
P6= 2.90 in/hr F= 0.37 in/hr
Fm= 0.19 in/hr
' fime Perio T % P Ft (in/hr) I Eff Rain Q Volume
Min. in/hr Max Min(0.8P) in/hr cfs CF
' 38 570 2.0 0.232 0.408 0.186 0.046 0.042 38
39 585 2.1 0.244 0.402 0.195 0.049 0.044 40
40 600 2.2 0.255 0.396 0.204 0.051 0.046 42
41 615 1.5 0.174 0.390 0.139 0.035 0.032 29
42 630 1.5 0.174 0.385 0.139 0.035 0.032 29
43 645 2.0 0.232 0.379 0.186 0.046 0.042 38
' 44 660 2.0 0.232 0.373 0.186 0.046 0.042 38
45 675 1.9 0.220 0.368 0.176 0.044 0.040 36
46 690 1.9 0.220 0.362 0.176 0.044 0.040 36
' 47 705 1.7 0.197 0.357 0.158 0.039 0.036 32
48 720 1.8 0.209 0.352 0.167 0.042 0.038 34
49 735 2.5 0.290 0.347 0.232 0.058 0.053 48
50 750 2.6 0.302 0.341 0.241 0.060 0.055 49
51 765 2.8 0.325 0.336 0.260 0.065 0.059 53
' 52 780 2.9 0.336 0.331 0.269 0.005 0.005 4
53 795 3.4 0.394 0.326 0.316 0.068 0.062 56
54 810 3.4 0.394 0.321 0.316 0.073 0.067 60
' 55 825 2.3 0.267 0.316 0.213 0.053 0.049 44
56 840 2.3 0.267 0.312 0.213 0.053 0.049 44
57 855 2.7 0.313 0.307 0.251 0.006 0.006 5
' 58 870 2.6 0.302 0.302 0.241 0.060 0.055 49
59 885 2.4 0.278 0.297 0.223 0.056 0.051 46
60 900 2.5 0.290 0.293 0.232 0.058 0.053 48
' 61 915 2.4 0.278 0.288 0.223 0.056 0.051 46
62 930 2.3 0.267 0.284 0.213 0.053 0.049 44
' 63 945 1.9 0.220 0.280 0.176 0.044 0.040 36
64 960 1.9 0.220 0.275 0.176 0.044 0.040 36
65 975 0.4 0.046 0.271 0.037 0.009 0.008 8
' 66 990 0.4 0.046 0.267 0.037 0.009 0.008 8
67 1,005 0.3 0.035 0.263 0.028 0.007 0.006 6
68 1,020 0.3 0.035 0.259 0.028 0.007 0.006 6
' 69 1,035 0.5 0.058 0.255 0.046 0.012 0.011 10
70 1,050 . 0.5 0.058 0.251 0.046 0.012 0.011 10
71 1,065 0.5 0.058 0.248 0.046 0.012 0.011 10
' 72 1,080 0.4 0.046 0.244 0.037 0.009 0.008 8
73 1,095 0.4 0.046 0.240 0.037 0.009 0.008 8
74 1,110 0.4 0.046 0.237 0.037 0.009 0.008 8
Page K-2
' Retention Basin Calcs Frequency 10 Year Sheet Hyd-3 of 12
Project: YMCA 24 Hour Storm Calculated by MB
Pre-Development Date: February 28, 2007
t
Area= 0.91 Ac IMP= 0.10
' Interval= 15 min. P-10= 2.90 in.
Fp= 0.41 in/hr
P6= 2.90 in/hr F= 0.37 in/hr
' Fm= 0.19 in/hr
Fime Perioi T % P Ft (in/hr) I Eff Rain Q Volume
Min. in/hr Max Min(0.8P) in/hr cfs CF
' 75 1,125 0.3 0.035 0.233 0.028 0.007 0.006 6
76 1,140 0.3 0.035 0.230 0.028 0.007 0.006 6
' 77 1,155 0.3 0.035 0.227 0.028 0.007 0.006 6
78 1,170 0.4 0.046 0.224 0.037 0.009 0.008 8
79 1,185 0.3 0.035 0.221 0.028 0.007 0.006 6
80 1,200 0.3 0.035 0.218 0.028 0.007 0.006 6
81 1,215 0.3 0.035 0.215 0.028 0.007 0.006 6
82 1,230 0.3 0.035 0.212 0.028 0.007 0.006 6
83 1,245 0.3 0.035 0.209 0.028 0.007 0.006 6
84 1,260 0.2 0.023 0.207 0.019 0.005 0.004 4
85 1,275 0.3 0.035 0.204 0.028 0.007 0.006 6
' 86 1,290 0.2 0.023 0.202 0.019 0.005 0.004 4
87 1,305 0.3 0.035 0.200 0.028 0.007 0.006 6
' 88 1,320 0.2 0.023 0.198 0.019 0.005 0.004 4
89 1,335 0.3 0.035 0.196 0.028 0.007 0.006 6
90 1,350 0.2 0.023 0.194 0.019 0.005 0.004 4
' 91 1,365 0.2 0.023 0.192 0.019 0.005 0.004 4
92 1,380 0.2 0.023 0.191 0.019 0.005 0.004 4
93 1,395 0.2 0.023 0.189 0.019 0.005 0.004 4
' 94 1,410 0.2 0.023 0.188 0.019 0.005 0.004 4
95 1,425 0.2 0.023 0.187 0.019 0.005 0.004 4
96 1,440 0.2 0.023 0.187 0.019 0.005 0.004 4
1 total 100.0 0.546 1,790
1
' Page K-3
1
' Retention Basin Calcs Frequency 10 Year Sheet Hyd-4 of 12
Project: YMCA 24 Hour Storm Calculated by MB
' Post-Development Date: February 28, 2007
Area= 0.91 Ac IMP= 0.85
Interval= 15 min. P-10= 2.90 in.
' Fp= 0.41 in/hr
P6= 2.90 in/hr F= 0.10 in/hr
Fm= 0.05 in/hr
' fime Perio T % P Ft (in/hr) Eff Rain Q Volume 'otal Infloo
Min. in/hr Max Min in/hr cfs CF CF
1 15 0.2 0.023 0.170 0.019 0.005 0.004 4 4
2 30 0.3 0.035 0.168 0.028 0.007 0.006 6 10
3 45 0.3 0.035 0.166 0.028 0.007 0.006 6 15
' 4 60 0.4 0.046 0.164 0.037 0.009 0.008 8 23
5 75 0.3 0.035 0.162 0.028 0.007 0.006 6 29
6 90 0.3 0.035 0.160 0.028 0.007 0.006 6 34
' 7 105 0.3 0.035 0.158 0.028 0.007 0.006 6 40
8 120 0.4 0.046 0.157 0.037 0.009 0.008 8 48
9 135 0.4 0.046 0.155 0.037 0.009 0.008 8 55
' 10 150 0.4 0.046 0.153 0.037 0.009 0.008 8 63
11 165 0.5 0.058 0.151 0.046 0.012 0.011 10 72
12 180 0.5 0.058 0.149 0.046 0.012 0.011 10 82
' 13 195 0.5 0.058 0.147 0.046 0.012 0.011 10 91
14 210 0.5 0.058 0.145 0.046 0.012 0.011 10 101
15 225 0.5 0.058 0.144 0.046 0.012 0.011 10 110
16 240 0.6 0.070 0.142 0.056 0.014 0.013 11 122
17 255 0.6 0.070 0.140 0.056 0.014 0.013 11 133
' 18 270 0.7 0.081 0.138 0.065 0.016 0.015 13 146
19 285 0.7 0.081 0.136 0.065 0.016 0.015 13 160
20 300 0.8 0.093 0.135 0.074 0.019 0.017 15 175
' 21 315 0.6 0.070 0.133 0.056 0.014 0.013 11 186
22 330 0.7 0.081 0.131 0.065 0.016 0.015 13 200
23 345 0.8 0.093 0.129 0.074 0.019 0.017 15 215
24 360 0.8 0.093 0.128 0.074 0.019 0.017 15 230
25 375 0.9 0.104 0.126 0.084 0.021 0.019 17 247
26 390 0.9 0.104 0.124 0.084 0.021 0.019 17 264
' 27 405 1.0 0.116 0.123 0.093 0.023 0.021 19 283
28 420 1.0 0.116 0.121 0.093 0.023 0.021 19 302
' 29 435 1.0 0.116 0.119 0.093 0.023 0.021 19 321
30 450 1.1 0.128 0.118 0.102 0.010 0.009 8 329
31 465 1.2 0.139 0.116 0.111 0.023 0.021 19 348
' 32 480 1.3 0.151 0.115 0.121 0.036 0.033 30 378
33 495 1.5 0.174 0.113 0.139 0.061 0.056 50 428
34 510 1.5 0.174 0.111 0.139 0.063 0.057 51 479
' 35 525 1.6 0.186 0.110 0.148 0.076 0.069 62 541
36 540 1.7 0.197 0.108 0.158 0.089 0.081 73 614
37 555 1.9 0.220 0.107 0.176 0.114 0.103 93 707
' Page K-4
' Retention Basin Calcs Frequency 10 Year Sheet Hyd-5 of 12
Project: YMCA 24 Hour Storm Calculated by MB
' Post-Development Date: February 28, 2007
Area= 0.91 Ac IMP= 0.85
Interval= 15 min. P-10= 2.90 in.
' Fp= 0.41 in/hr
P6= 2.90 in/hr F= 0.10 in/hr
Fm= 0.05 in/hr
' I'ime Perio T % P Ft (in/hr) I Eff Rain Q Volume 'otal Inflow
Min. in/hr Max Min in/hr cfs CF CF
' 38 570 2.0 0.232 0.105 0.186 0.127 0.115 104 811
39 585 2.1 0.244 0.104 0.195 0.140 0.127 115 925
40 600 2.2 0.255 0.102 0.204 0.153 0.139 125 1,051
' 41 615 1.5 0.174 0.101 0.139 0.073 0.067 60 1,111
42 630 1.5 0.174 0.099 0.139 0.075 0.068 61 1,172
43 645 2.0 0.232 0.098 0.186 0.134 0.122 110 1,282
' 44 660 2.0 0.232 0.096 0.186 0.136 0.123 111 1,393
45 675 1.9 0.220 0.095 0.176 0.125 0.114 103 1,495
46 690 1.9 0.220 0.094 0.176 0.127 0.115 104 1,599
' 47 705 1.7 0.197 0.092 0.158 0.105 0.096 86 1,685
48 720 1.8 0.209 0.091 0.167 0.118 0.107 97 1,782
' 49 735 2.5 0.290 0.089 0.232 0.201 0.182 164 1,946
50 750 2.6 0.302 0.088 0.241 0.213 0.194 175 2,121
51 765 2.8 0.325 0.087 0.260 0.238 0.217 195 2,316
' 52 780 2.9 0.336 0.086 0.269 0.251 0.228 205 2,521
53 795 3.4 0.394 0.084 0.316 0.310 0.282 254 2,775
54 810 3.4 0.394 0.083 0.316 0.311 0.283 255 3,030
' 55 825 2.3 0.267 0.082 0.213 0.185 0.168 152 3,182
56 840 2.3 0.267 0.080 0.213 0.186 0.170 153 3,335
57 855 2.7 0.313 0.079 0.251 0.234 0.213 192 3,526
' 58 870 2.6 0.302 0.078 0.241 0.224 0.203 183 3,709
59 885 2.4 0.278 0.077 0.223 0.202 0.183 165 3,874
60 900 2.5 0.290 0.076 0.232 0.214 0.195 176 4,050
' 61 915 2.4 0.278 0.074 0.223 0.204 0.186 167 4,217
62 930 2.3 0.267 0.073 0.213 0.193 0.176 158 4,375
63 945 1.9 0.220 0.072 0.176 0.148 0.135 121 4,497
64 960 1.9 0.220 0.071 0.176 0.149 0.136 122 4,619
65 975 0.4 0.046 0.070 0.037 0.009 0.008 8 4,627
' 66 990 0.4 0.046 0.069 0.037 0.009 0.008 8 4,634
67 1,005 0.3 0.035 0.068 0.028 0.007 0.006 6 4,640
68 1,020 0.3 0.035 0.067 0.028 0.007 0.006 6 4,646
69 1,035 0.5 0.058 0.066 0.046 0.012 0.011 10 4,655
70 1,050 0.5 0.058 0.065 0.046 0.012 0.011 10 4,665
71 1,065 0.5 0.058 0.064 0.046 0.012 0.011 10 4,674
' 72 1,080 0.4 0.046 0.063 0.037 0.009 0.008 8 4,682
73 1,095 0.4 0.046 0.062 0.037 0.009 0.008 8 4,689
74 1,110 0.4 0.046 0.061 0.037 0.009 0.008 8 4,697
Page K-5
' Retention Basin Calcs Frequency 10 Year Sheet Hyd-6 of 12
Project: YMCA 24 Hour Storm Calculated by MB
' Post-Development Date: February 28, 2007
1
Area= 0.91 Ac IMP= 0.85
' Interval= 15 min. P-10= 2.90 in.
Fp= 0.41 in/hr
P6= 2.90 in/hr F= 0.10 in/hr
' Fm= 0.05 in/hr
Time Perioi T % P Ft (in/hr) Eff Rain Q Volume "otal Infloo
Min. in/hr Max Min in/hr cfs CF CF
' 75 1,125 0.3 0.035 0.060 0.028 0.007 0.006 6 4,703
76 1,140 0.3 0.035 0.059 0.028 0.007 0.006 6 4,708
' 77 1,155 0.3 0.035 0.059 0.028 0.007 0.006 6 4,714
78 1,170 0.4 0.046 0.058 0.037 0.009 0.008 8 4,722
79 1,185 0.3 0.035 0.057 0.028 0.007 0.006 6 4,727
' 80 1,200 0.3 0.035 0.056 0.028 0.007 0.006 6 4,733
81 1,215 0.3 0.035 0.055 0.028 0.007 0.006 6 4,739
82 1,230 0.3 0.035 0.055 0.028 0.007 0.006 6 4,744
' 83 1,245 0.3 0.035 0.054 0.028 0.007 0.006 6 4,750
84 1,260 0.2 0.023 0.053 0.019 0.005 0.004 4 4,754
85 1,275 0.3 0.035 0.053 0.028 0.007 0.006 6 4,760
' 86 1,290 0.2 0.023 0.052 0.019 0.005 0.004 4 4,763
87 1,305 0.3 0.035 0.052 0.028 0.007 0.006 6 4,769
88 1,320 0.2 0.023 0.051 0.019 0.005 0.004 4 4,773
89 1,335 0.3 0.035 0.051 0.028 0.007 0.006 6 4,779
90 1,350 0.2 0.023 0.050 0.019 0.005 0.004 4 4,782
' 91 1,365 0.2 0.023 0.050 0.019 0.005 0.004 4 4,786
92 1,380 0.2 0.023 0.049 0.019 0.005 0.004 4 4,790
93 1,395 0.2 0.023 0.049 0.019 0.005 0.004 4 4,794
' 94 1,410 0.2 0.023 0.049 0.019 0.005 0.004 4 4,798
95 1,425 0.2 0.023 0.048 0.019 0.005 0.004 4 4,801
96 1,440 0.2 0.023 0.048 0.019 0.005 0.004 4 4,805
' total 100.0 1.467 4,805
Page K-6
' Retention Basin Calcs Frequency 2 Year Sheet Hyd-7 of 12
Project: YMCA 24 Hour Storm Calculated by MB
' Pre-Development Date: February 28, 2007
Area= 0.91 Ac IMP= 0.10
Interval= 15 min. P-2= 1.80 in.
' Fp= 0.41 in/hr
F= 0.37 in/hr
Fm= 0.19 in/hr
' Fime Perio T % P Ft (in/hr) I Eff Rain Q Volume
Min. in/hr Max Min(0.8P) in/hr cfs CF
' 1 15 0.2 0.014 0.659 0.012 0.003 0.003 2
2 30 0.3 0.022 0.651 0.017 0.004 0.004 4
3 45 0.3 0.022 0.644 0.017 0.004 0.004 4
' 4 60 0.4 0.029 0.636 0.023 0.006 0.005 5
5 75 0.3 0.022 0.629 0.017 0.004 0.004 4
6 90 0.3 0.022 0.621 0.017 0.004 0.004 4
' 7 105 0.3 0.022 0.614 0.017 0.004 0.004 4
8 120 0.4 0.029 0.606 0.023 0.006 0.005 5
9 135 0.4 0.029 0.599 0.023 0.006 0.005 5
' 10 150 0.4 0.029 0.592 0.023 0.006 0.005 5
11 165 0.5 0.036 0.584 0.029 0.007 0.007 6
12 180 0.5 0.036 0.577 0.029 0.007 0.007 6
' 13 195 0.5 0.036 0.570 0.029 0.007 0.007 6
14 210 0.5 0.036 0.563 0.029 0.007 0.007 6
t 15 225 0.5 0.036 0.556 0.029 0.007 0.007 6
16 240 0.6 0.043 0.549 0.035 0.009 0.008 7
17 255 0.6 0.043 0.542 0.035 0.009 0.008 7
' 18 270 0.7 0.050 0.535 0.040 0.010 0.009 8
19 285 0.7 0.050 0.528 0.040 0.010 0.009 8
20 300 0.8 0.058 0.521 0.046 0.012 0.010 9
' 21 315 0.6 0.043 0.515 0.035 0.009 0.008 7
22 330 0.7 0.050 0.508 0.040 0.010 0.009 8
23 345 0.8 0.058 0.501 0.046 0.012 0.010 9
' 24 360 0.8 0.058 0.495 0.046 0.012 0.010 9
25 375 0.9 0.065 0.488 0.052 0.013 0.012 11
26 390 0.9 0.065 0.482 0.052 0.013 0.012 11
t27 405 1.0 0.072 0.475 0.058 0.014 0.013 12
28 420 1.0 0.072 0.469 0.058 0.014 0.013 12
' 29 435 1.0 0.072 0.462 0.058 0.014 0.013 12
30 450 1.1 0.079 0.456 0.063 0.016 0.014 13
31 465 1.2 0.086 0.450 0.069 0.017 0.016 14
32 480 1.3 0.094 0.444 0.075 0.019 0.017 15
33 495 1.5 0.108 0.437 0.086 0.022 0.020 18
34 510 1.5 0.108 0.431 0.086 0.022 0.020 18
' 35 525 1.6 0.115 0.425 0.092 0.023 0.021 19
36 540 1.7 0.122 0.419 0.098 0.024 0.022 20
37 555 1.9 0.137 0.413 0.109 0.027 0.025 22
Page K-7
1
' Retention Basin Calcs Frequency 2 Year Sheet Hyd-8 of 12
Project: YMCA 24 Hour Storm Calculated by MB
' Pre-Development Date: February 28, 2007
Area= 0.91 Ac IMP= 0.10
Interval= 15 min. P-2= 1.80 in.
' Fp= 0.41 in/hr
F= 0.37 in/hr
Fm= 0.19 in/hr
' fime Perioi T % P Ft (in/hr) I Eff Rain Q Volume
Min. in/hr Max Min(0.8P) in/hr cfs CF
38 570 2.0 0.144 0.408 0.115 0.029 0.026 24
39 585 2.1 0.151 0.402 0.121 0.030 0.028 25
40 600 2.2 0.158 0.396 0.127 0.032 0.029 26
' 41 615 1.5 0.108 0.390 0.086 0.022 0.020 18
42 630 1.5 0.108 0.385 0.086 0.022 0.020 18
43 645 2.0 0.144 0.379 0.115 0.029 0.026 24
' 44 660 2.0 0.144 0.373 0.115 0.029 0.026 24
45 675 1.9 0.137 0.368 0.109 0.027 0.025 22
46 690 1.9 0.137 0.362 0.109 0.027 0.025 22
' 47 705 1.7 0.122 0.357 0.098 0.024 0.022 20
48 720 1.8 0.130 0.352 0.104 0.026 0.024 21
49 735 2.5 0.180 0.347 0.144 0.036 0.033 29
' 50 750 2.6 0.187 0.341 0.150 0.037 0.034 31
51 765 2.8 0.202 0.336 0.161 0.040 0.037 33
' 52 780 2.9 0.209 0.331 0.167 0.042 0.038 34
53 795 3.4 0.245 0.326 0.196 0.049 0.045 40
54 810 3.4 0.245 0.321 0.196 0.049 0.045 40
t 55 825 2.3 0.166 0.316 0.132 0.033 0.030 27
56 840 2.3 0.166 0.312 0.132 0.033 0.030 27
57 855 2.7 0.194 0.307 0.156 0.039 0.035 32
' 58 870 2.6 0.187 0.302 0.150 0.037 0.034 31
59 885 2.4 0.173 0.297 0.138 0.035 0.031 28
60 900 2.5 0.180 0.293 0.144 0.036 0.033 29
' 61 915 2.4 0.173 0.288 0.138 0.035 0.031 28
62 930 2.3 0.166 0.284 0.132 0.033 0.030 27
63 945 1.9 0.137 0.280 0.109 0.027 0.025 22
' 64 960 1.9 0.137 0.275 0.109 0.027 0.025 22
65 975 0.4 0.029 0.271 0.023 0.006 0.005 5
' 66 990 0.4 0.029 0.267 0.023 0.006 0.005 5
67 1,005 0.3 0.022 0.263 0.017 0.004 0.004 4
68 1,020 0.3 0.022 0.259 0.017 0.004 0.004 4
' 69 1,035 0.5 0.036 0.255 0.029 0.007 0.007 6
70 1,050 0.5 0.036 0.251 0.029 0.007 0.007 6
71 1,065 0.5 0.036 0.248 0.029 0.007 0.007 6
' 72 1,080 0.4 0.029 0.244 0.023 0.006 0.005 5
73 1,095 0.4 0.029 0.240 0.023 0.006 0.005 5
74 1,110 0.4 0.029 0.237 0.023 0.006 0.005 5
' Page K-8
' Retention Basin Calcs Frequency 2 Year Sheet Hyd-9 of 12
Project: YMCA 24 Hour Storm Calculated by MB
Pre-Development Date: February 28, 2007
Area= 0.91 Ac IMP= 0.10
' Interval= 15 min. P-2= 1.80 in.
Fp= 0.41 in/hr
F= 0.37 in/hr
' Fm= 0.19 in/hr
Fime Perioi T % P Ft (in/hr) I Eff Rain Q Volume
Min. in/hr Max Min(0.8P) in/hr cfs CF
75 1,125 0.3 0.022 0.233 0.017 0.004 0.004 4
76 1,140 0.3 0.022 0.230 0.017 0.004 0.004 4
' 77 1,155 0.3 0.022 0.227 0.017 0.004 0.004 4
78 1,170 0.4 0.029 0.224 0.023 0.006 0.005 5
79 1,185 0.3 0.022 0.221 0.017 0.004 0.004 4
' 80 1,200 0.3 0.022 0.218 0.017 0.004 0.004 4
81 1,215 0.3 0.022 0.215 0.017 0.004 0.004 4
82 1,230 0.3 0.022 0.212 0.017 0.004 0.004 4
' 83 1,245 0.3 0.022 0.209 0.017 0.004 0.004 4
84 1,260 0.2 0.014 0.207 0.012 0.003 0.003 2
85 1,275 0.3 0.022 0.204 0.017 0.004 0.004 4
' 86 1,290 0.2 0.014 0.202 0.012 0.003 0.003 2
87 1,305 0.3 0.022 0.200 0.017 0.004 0.004 4
88 1,320 0.2 0.014 0.198 0.012 0.003 0.003 2
89 1,335 0.3 0.022 0.196 0.017 0.004 0.004 4
90 1,350 0.2 0.014 0.194 0.012 0.003 0.003 2
' 91 1,365 0.2 0.014 0.192 0.012 0.003 0.003 2
92 1,380 0.2 0.014 0.191 0.012 0.003 0.003 2
93 1,395 0.2 0.014 0.189 0.012 0.003 0.003 2
94 1,410 0.2 0.014 0.188 0.012 0.003 0.003 2
95 1,425 0.2 0.014 0.187 0.012 0.003 0.003 2
96 1,440 0.2 0.014 0.187 0.012 0.003 0.003 2
total 100.0 0.360 1,179
' Page K-9
' Retention Basin Calcs Frequency 2 Year Sheet Hyd-10 of 12
Project: YMCA 24 Hour Storm Calculated by MB
' Post-Development Date: February 28, 2007
Area= 0.91 Ac IMP= 0.85
Interval= 15 min. P-2= 1.80 in.
'
FP= 0.41 in/hr
F= 0.10 in/hr
Fm= 0.05 in/hr
' rime Perio( T % P Ft (in/hr) I Eff Rain Q Volume 'otal Inflow
Min. in/hr Max Min in/hr cfs CF CF
' 1 15 0.2 0.014 0.170 0.012 0.003 0.003 2 2
2 30 0.3 0.022 0.168 0.017 0.004 0.004 4 6
3 45 0.3 0.022 0.166 0.017 0.004 0.004 4 9
' 4 60 0.4 0.029 0.164 0.023 0.006 0.005 5 14
5 75 0.3 0.022 0.162 0.017 0.004 0.004 4 18
6 90 0.3 0.022 0.160 0.017 0.004 0.004 4 21
' 7 105 0.3 0.022 0.158 0.017 0.004 0.004 4 25
8 120 0.4 0.029 0.157 0.023 0.006 0.005 5 29
9 135 0.4 0.029 0.155 0.023 0.006 0.005 5 34
10 150 0.4 0.029 0.153 0.023 0.006 0.005 5 39
11 165 0.5 0.036 0.151 0.029 0.007 0.007 6 45
12 180 0.5 0.036 0.149 0.029 0.007 0.007 6 51
' 13 195 0.5 0.036 0.147 0.029 0.007 0.007 6 57
14 210 0.5 0.036 0.145 0.029 0.007 0.007 6 63
' 15 225 0.5 0.036 0.144 0.029 0.007 0.007 6 68
16 240 0.6 0.043 0.142 0.035 0.009 0.008 7 75
17 255 0.6 0.043 0.140 0.035 0.009 0.008 7 83
' 18 270 0.7 0.050 0.138 0.040 0.010 0.009 8 91
19 285 0.7 0.050 0.136 0.040 0.010 0.009 8 99
20 300 0.8 0.058 0.135 0.046 0.012 0.010 9 109
' 21 315 0.6 0.043 0.133 0.035 0.009 0.008 7 116
22 330 0.7 0.050 0.131 0.040 0.010 0.009 8 124
23 345 0.8 0.058 0.129 0.046 0.012 0.010 9 133
' 24 360 0.8 0.058 0.128 0.046 0.012 0.010 9 143
25 375 0.9 0.065 0.126 0.052 0.013 0.012 11 153
26 390 0.9 0.065 0.124 0.052 0.013 0.012 11 164
' 27 405 1.0 0.072 0.123 0.058 0.014 0.013 12 176
28 420 1.0 0.072 0.121 0.058 0.014 0.013 12 188
' 29 435 1.0 0.072 0.119 0.058 0.014 0.013 12 199
30 450 1.1 0.079 0.118 0.063 0.016 0.014 13 212
31 465 1.2 0.086 0.116 0.069 0.017 0.016 14 226
' 32 480 1.3 0.094 0.115 0.075 0.019 0.017 15 242
33 495 1.5 0.108 0.113 0.086 0.022 0.020 18 259
34 510 1.5 0.108 0.111 0.086 0.022 0.020 18 277
' 35 525 1.6 0.115 0.110 0.092 0.005 0.005 4 282
36 540 1.7 0.122 0.108 0.098 0.014 0.013 12 293
37 555 1.9 0.137 0.107 0.109 0.030 0.027 25 318
Page K-10
' Retention Basin Calcs Frequency 2 Year Sheet Hyd-11 of 12
Project: YMCA 24 Hour Storm Calculated by MB
' Post-Development Date: February 28, 2007
Area= 0.91 Ac IMP= 0.85
Interval= 15 min. P-2= 1.80 in.
' Fp= 0.41 in/hr
F= 0.10 in/hr
Fm= 0.05 in/hr
' Fime Perioi T % P Ft (in/hr) I Eft Rain ! I Q Volume -otal Infloo
Min. in/hr Max Min in/hr I cfs CF CF
38 570 2.0 0.144 0.105 0.115 0.039 0.035 32 349
39 585 2.1 0.151 0.104 0.121 0.047 0.043 39 388
40 600 2.2 0.158 0.102 0.127 0.056 0.051 46 434
' 41 615 1.5 0.108 0.101 0.086 0.007 0.007 6 440
42 630 1.5 0.108 0.099 0.086 0.009 0.008 7 447
43 645 2.0 0.144 0.098 0.115 0.046 0.042 38 485
' 44 660 2.0 0.144 0.096 0.115 0.048 0.043 39 524
45 675 1.9 0.137 0.095 0.109 0.042 0.038 34 558
46 690 1.9 0.137 0.094 0.109 0.043 0.039 35 594
' 47 705 1.7 0.122 0.092 0.098 0.030 0.027 25 618
48 720 1.8 0.130 0.091 0.104 0.039 0.035 32 650
49 735 2.5 0.180 0.089 0.144 0.091 0.082 74 724
' 50 750 2.6 0.187 0.088 0.150 0.099 0.090 81 805
51 765 2.8 0.202 0.087 0.161 0.115 0.104 94 899
' 52 780 2.9 0.209 0.086 0.167 0.123 0.112 101 1,000
53 795 3.4 0.245 0.084 0.196 0.161 0.146 132 1,132
54 810 3.4 0.245 0.083 0.196 0.162 0.147 133 1,264
t 55 825 2.3 0.166 0.082 0.132 0.084 0.076 69 1,333
56 840 2.3 0.166 0.080 0.132 0.085 0.077 70 1,403
57 855 2.7 0.194 0.079 0.156 0.115 0.105 94 1,497
' 58 870 2.6 0.187 0.078 0.150 0.109 0.099 89 1,587
59 885 2.4 0.173 0.077 0.138 0.096 0.087 79 1,665
60 900 2.5 0.180 0.076 0.144 0.104 0.095 85 1,751
' 61 915 2.4 0.173 0.074 0.138 0.098 0.089 81 1,831
62 930 2.3 0.166 0.073 0.132 0.092 0.084 76 1,907
' 63 945 1.9 0.137 0.072 0.109 0.065 0.059 53 1,960
64 960 1.9 0.137 0.071 0.109 0.066 0.060 54 2,014
65 975 0.4 0.029 0.070 0.023 0.006 0.005 5 2,018
' 66 990 0.4 0.029 0.069 0.023 0.006 0.005 5 2,023
67 1,005 0.3 0.022 0.068 0.017 0.004 0.004 4 2,027
68 1,020 0.3 0.022 0.067 0.017 0.004 0.004 4 2,030
69 1,035 0.5 0.036 0.066 0.029 0.007 0.007 6 2,036
70 1,050 0.5 0.036 0.065 0.029 0.007 0.007 6 2,042
71 1,065 0.5 0.036 0.064 0.029 0.007 0.007 6 2,048
' 72 1,080 0.4 0.029 0.063 0.023 0.006 0.005 5 2,052
73 1,095 0.4 0.029 0.062 0.023 0.006 0.005 5 2,057
74 1,110 0.4 0.029 0.061 0.023 0.006 0.005 5 2,062
' Page K-11
Retention Basin Calcs Frequency 2 Year Sheet Hyd-12 of 12
Project: YMCA 24 Hour Storm Calculated by MB
Post-Development Date: February 28, 2007
1
1
Area= 0.91 Ac IMP= 0.85
' Interval= 15 min. P-2= 1.80 in.
Fp= 0.41 in/hr
F= 0.10 in/hr
' Fm= 0.05 in/hr
Time Perio T % P Ft (in/hr) ( Eff Rain Q Volume "otal Infloo
Min. in/hr Max Min in/hr cfs CF CF
' 75 1,125 0.3 0.022 0.060 0.017 0.004 0.004 4 2,065
76 1,140 0.3 0.022 0.059 0.017 0.004 0.004 4 2,069
' 77 1,155 0.3 0.022 0.059 0.017 0.004 0.004 4 2,073
78 1,170 0.4 0.029 0.058 0.023 0.006 0.005 5 2,077
79 1,185 0.3 0.022 0.057 0.017 0.004 0.004 4 2,081
' 80 1,200 0.3 0.022 0.056 0.017 0.004 0.004 4 2,084
81 1,215 0.3 0.022 0.055 0.017 0.004 0.004 4 2,088
82 1,230 0.3 0.022 0.055 0.017 0.004 0.004 4 2,091
' 83 1,245 0.3 0.022 0.054 0.017 0.004 0.004 4 2,095
84 1,260 0.2 0.014 0.053 0.012 0.003 0.003 2 2,097
85 1,275 0.3 0.022 0.053 0.017 0.004 0.004 4 2,101
' 86 1,290 0.2 0.014 0.052 0.012 0.003 0.003 2 2,103
87 1,305 0.3 0.022 0.052 0.017 0.004 0.004 4 2,107
' 88 1,320 0.2 0.014 0.051 0.012 0.003 0.003 2 2,109
89 1,335 0.3 0.022 0.051 0.017 0.004 0.004 4 2,113
90 1,350 0.2 0.014 0.050 0.012 0.003 0.003 2 2,115
91 1,365 0.2 0.014 0.050 0.012 0.003 0.003 2 2,117
92 1,380 0.2 0.014 0.049 0.012 0.003 0.003 2 2,120
93 1,395 0.2 0.014 0.049 0.012 0.003 0.003 2 2,122
' 94 1,410 0.2 0.014 0.049 0.012 0.003 0.003 2 2,124
95 1,425 0.2 0.014 0.048 0.012 0.003 0.003 2 2,127
96 1,440 0.2 0.014 0.048 0.012 0.003 0.003 2 2,129
' total 100.0 0.650 2,129
Page K-12
' Water Quality Management Plan (WQMP)
Southwest Riverside Family YMCA
' Computed Results:
Depth ........................... 2.2275 in
Area............................ 0.7854 ft2
' Wetted Area..................... 0.1005 ft2
Wetted Perimeter................ 10.6901 in
Perimeter....................... 37.6991 in
Velocity ........................ 1.7914 fps
Hydraulic Radius ................ 1.3535 in
Percent Full .................... 18.5622%
Full flow Flowrate .............. 2.3918 cfs
' Full flow velocity.............. 3.0453 fps
10 Year Q=2.02 cfs
Manning Pipe Calculator
t Given Input Data:
Shape ........................... Circular
Solving for..................... Depth of Flow
Diameter........................ 12.0000 in
' Flowrate ........................ 2.0200 cfs
Slope ........................... 0.0060 ft/ft
Manning's n ..................... 0.0150
' Computed Results:
Depth ........................... 8.4564 in
Area ............................ 0.7854 ft2
Wetted Area ..................... 0.5915 ft2
Wetted Perimeter................ 23.9112 in
Perimeter....................... 37.6991 in
Velocity ........................ 3.4149 fps
' Hydraulic Radius ................ 3.5624 in
Percent Full .................... 70.4703 %
Full flow Flowrate.............. 2.3918 cfs
Full flow velocity .............. 3.0453 fps
' 100 Year Q=3.02 cfs
Manning Pipe Calculator
' Given Input Data:
Shape ........................... Circular
Solving for..................... Slope
Diameter........................ 12.0000 in
' Depth ........................... 12.0000 in
Flowrate ........................ 3.0200 cfs
Manning's n ..................... 0.0150
' Computed Results:
Slope ........................... 0.0096 ft/ft
Area ............................ 0.7854 112
Wetted Area ..................... 0.7854 112
' Wetted Perimeter................ 37.6991 in
Perimeter....................... 37.6991 in
Velocity ........................ 3.8452 fps
' Hydraulic Radius ................ 3.0000 in
Percent Full .................... 100.0000%
Full flow Flowrate .............. 3.0200 cfs
Full flow velocity .............. 3.8452 fps
' September 28, 2007
' Water Quality Management Plan (WQMP)
' southwest Riverside Family YMCA
Appendix D
' Educational Materials
1
1
1
' September 28, 2007
Ire"
Is
411 A,, ti A 7
t..- *""W,
Wiri
V
'it
'A f,"6,d5
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Where does stormwater x
16 t r ZAr
pollution come from?
ITI Storniveater pollution has many souocls. When it
.. .....
rains �amwaer carries pollulartS SLICK as motor oil, p, M -1r,1,11,he, F, ,
IF
V�_ r�
66-
.5:' nli freeze. bash cJ(CaSv', al diff fiCin streets and
U
A
ffI]ri awns and aiLdscarled aieas ulri carr/ "'rk, 60, ",i's
U
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, 1_._,n;� 14"', V, ...f- h,
111.1 F—, `V, A.V;,i, "f.,
at s
jwshuidc� and feitilizem Inj ith", Mom) dl�lln�
parking lots to the neawst ��torrn di:iL, Runoff vvatei N
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1P 11�'.11",1
acirviltos such a> wiIIniorl utir c,ir� can tesull n fr(, "N�
9 A", � v 41
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10, 'U Owatet,IiL le
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Huai rnF" uf ryclsts,S
nio Jis, II[uln) Jr tin To, receive your f ree v
MAI
sy,,F�fll Stair? illws
guide on 20 ways you
ul a
V
I)I011ibit (;U01pinr t", 'V
r"I het I v�a ll�jp can help protect our �A
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water
ire I I Lit,arts Into the it 5
11TI
For information on the
disposal ,of-household
Did you know that the sewer
�t A
hazardous waste... I I Pill q
.., j �' 4 1,
system and the storm drain ; ,1P'
1A,
system are not the same?
'Ttf;'Ai To receive a list of
Jrle�(, lvlr� Sv-'ell"S art, ;(),plotely cliff'cl-fit ]no 1P �14,
a Stk
that
6ol� doe.m thre, sipktF it, IOLIF h0fl�v� 0 14 lers i n your
.� A, I , „,I� Yt.l
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area...
oil -1 th- I f ,�;M r�
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I
Ir aur Ill-VA", (fire IN 10 aLll 'r)Crfl
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r "It Aiq -z'ti,44 -A' Fill PI!
and W
CALL
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L
All
rip
Is stormwater polluti(
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13
IT far, j,
ff4PrvPn
)n a
ai
problem only when it rains? VAA,�� 1 1118 00"15 016'21
IM 1e (try pall of the year, I" A' 4�"t"`�
F
No, I hro,101101,1: 11Is Gif
aic...il on 2 ifFts, So vhC I)
wools at itf rl
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Fall I finall" fees f" lq"" ""i ." f�)
P,ytill lil,� fain WPILF -,arTirs farigiI� N, ,-�— �T , I I
C,1 1)111 S
U1 13f I SO % at�ff,il.
F,-Ilkstarrill Iwo the Storm Ofy, e "Loh
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Use I,_",
�atef fundi from dally of galden A,
'W1f'4 10fieS arld 0 Cif f -"ter a.iri Ne it
Iter' Stern)t1raill system Pollutants into Ih
A Cities bod Countv of Riverside
_'Finkl0l" Can I I S r V jt_tl�gL
0 9
""0 .0, StormWater
'44 4
In'
PR,I Cc'I ON 1-R-3111-1
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ry AA
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Rain is typically a welcomed sight in Riverside County. It cleans the air and
provides us with a valuable resource - water. Sure, rainwater is usually
clean. But, as. it flows over our streets and yards, it carries pollutants into
the storm drains.
So, what's the problem? Be a part of the solution!
The problem is . . , storm drains ultimately carry these pollutants Everyone contributes a little to the
directly to our rivers, lakes and streams.. problem . . . now, it's time for all of us to:
Stormwater pollution causes as much as 60% of our 6 Never pour anything down a storm drain;
water pollution problem. It jeopardizes the quality of our
waterways and poses a threat to groundwater resources 6 Use good housekeeping practices with lawn
if pollutants percolate through soil. care chemicals, oil, gasoline, pet wastes,
paints and solvents;
Some major pollutants include' 6 Recycle and safely dispose of used oil and
household hazardous wastes;
• Dirt and grime from streetsi
, & Purchase non-toxic products;
• Motor oil, antifreeze, paints, and household r i
cleaners that are dumped into the storm drains.. 'y ® Report illegal dumping to local authorities;
• Contaminants from car and truck exhaust;
• Pesticides and fertilizers from lawns and gardens; ( Tell others about stormwater pollution and
• Soil erosion from yards and hillsides; 8 encourage them to help;
• Biological contaminants from animal waste; i
Q� 0 Call the Storm Water/et on nvi Protection
• Litter, leaves and lawn clippings:
Program for a booklet on environmentally
• Contaminates from illegal dumping. safe alternatives for the home and garden.
"` n , r „r f
tNellduitelephonenum6ersandlinas: '" h '" E `Will=youknow° where the water actually goes?
�*
WATER AGENCY LIST
in Riverside County RRgq �1 Stom'mmm Ovalipr�s 'a��'e (met
City of Banning (951)9223130 slum tlY
�on®ct®YD to sanitary
City of Beaumont (951)7rg 8520 3'
r5
what
� t`3 -d rr0�� � r� ,q 1y ® ll�p �fl
City of Blythe (760)922-6161 3' hat you!S 'Ouldk �K/flfOr" t, t �W�YIY ���tY�mYCJ alCtlmt
City of Coachella p6J"3 8-3502 ,v r�^♦ r� Jl rp Jt
Coachella valley Water Distect (76J'3!d8-26E 1 't b lj' i °r n'< ' Ir'^".v� treatment FDnmrmts9
DesertCarona (760 7362259 OUTDO a MEANING
Desert Canter,CSF 451 (7fi3)22l 3703
Eastern Municipal water Disvict (951)928-3777 1 The primary purpose of storm drains is to carry rain water away from developed areas to prevent
Elsinore valley MWD (951)674-3146 1�QQ11�� ��pp 't�' (� I flooding. Pollutants discharged to storm drains are conveyed directly Into rivers,lakes and streams.
Fane Mutual water company (951)244-4198 A CTOW�u ES AND ;+ Soaps, degreasers, automotive fluids, litter and a hos[ of other materials washed off buildings,
City of Hemel (951)765-3712 {�py'p �n [� , sidewalks,plazas,parking areas,vehicles and equipment must be properly managed to prevent the
idyliuva Comm Dist,let (951)359-2143 MON-P®ON SOUR CE s, pollutionofrivers,lakesand streams.
Jurupa Community Services Dstria (051)380-8795 Gtr ��$
Laze Hemel MWD (951)658-3241 ;, Preventing pollution is the best way to protect the environment. In addition,it is much easier and less
Leo Lake Water arY (951)277-1014
Base
March Ai,Force Base (951)G56-7000 DISCHARGES costly than cleaning Lip"after the fact."
!
Mission Springs Water District (760)329-6448
City of Palm Springs (760)323-8253
Rancho Caballero (9511 780 9272 ,p ay.f. ' d'+�1 1' i � , •'i a' �P ,1(hB Cies and Couniy tit Riverside
Rancho California Water District (951)296-6900lviauQ q lily Q ttlrel Board lei CSF Not (760)922-4551
City of Riverside (951)351"a 170 yk"'f`
Rubidoux community Sen-:'ces District (951)684a1110 .^1f"�f ., k` M^ y16,( , � ° k A WATERSHED is an area of land that catches rain and snow, then drains or seeps into a marsh,
Silent Valley Dmb,Ina (961)049-4501 ° ,IIs'f•w ', ,� ' tl wok �� if stream,river,lake or groundwater.Watersheds come in all shapes and sizes,crossing county,state,
Valley Sanitary Distria (76a)347-2356 i,;a,� t y 4 I°I t 1:� and national boundaries,therefore many of our activities at home,work or play affect the quality of our
western Municipal water District (951)789-5000vyr iii Watersheds.
Yucaipa valley Water District (909)797-5117 3°',
,�J,m y, „} In accordance with state and federal law to protect our watersheds,the CITIES AND COUNTY OF
To report illegal dumping into storm drains or F in : u' RIVERSIDE have adopted ordinances for stormwater management and discharge control to prohibit
clogged storm drains,please call: the discharge of wastes into the storm drain system or local surface waters. This INCLUDES
1-800-506-2555 d e ` (, �'t t'f pilin ,, discharge of wash water from outdoor cleaning activities which may contain pollutants such as oil,
p8µgr v y4f kfy < 'tn 4a grease,detergeit.degreasers,trash,pet waste or other materials.
°""ne rea°nrces ""nda' For disposal or wash umator from
1 1. na
Riverside Ccunly Flood Conhol District outmacn t, .� '�y 'fit mi }`y . ",y, t I I
aledals page. ,u Sidewalk plaza or parking lot cleaningIt,
wwwJloodcontrol co riversda ca us i J l
i
Vehicle washing ordetotailing,bti
Carromm storm water Qualit/Association J Building exterior clearllilg+1, �h t'- tt �' ' '• �'�% '
www.cas°a.ora or www.cabnmhandbooks.com
i Waterprotifingf--s'-,
State waror Rosor�rces Control Board,water ouarity Equipment'cleaning or'tlegreasmg '
wwwswrcb.ca.00vistormwtrAndex.btmi e E Ik
{ yvir
www.eoa oovl000t,o2home�oroam ns0aueomn hhn ;r,a' ''
107
U.S.Environmental Protection Agency PLEASE NOTE: Oewith your Regional Water Quality Control Board, local municipalal
government and water agencies on what the restrictions are in your area41 .
r,r..°iofgine
'g�ty t'w i .4v.5
w w w w w w w w w w w w w w w w w w w
r fF ,. a_ r+ ,.,� `�' •m qCr'+ i 4n c *"r�.fn""r�?�'y"T '"` 7"ap a"�"�
' ^;" �`"�rG^"' , , `fir'1'^`t,�`,� ' ty3; ..�s ..^ r' , � 5�• �t r,t i s,i+,, x � N�s���^ .' "CU' ,.��, rk�'+�+ •' �' p� K C F°:S:`..
'n` � a.• >4 s y,• 's +t �t3 a i.. au N x,'k, r j'.Y, .c t�.� b r�.C fi'r4
�, a " { z ft4�•�'.A+"'f%a "5'E dl"'Ts fn 4TA ns t 33 r 'i" 1 } r y M "� �.,-�' 1 � � ,R.." ' .{'1 X41� 1r 'd• k k,r ix i!'l' if
.rr`'.''�„h 'z # oj �. ,+ •'' y..c, `s. T6/EI}l'!(/1®�°'��LY -,�±13.�lSfi CS � �4MI:lJ.• W4'fl:'�iS,lY7 fJ"'���V.� �s � - :� �.,
li
DO NOT . . . dispose of water UO NOT . . . Dispose of leftover USING CLEANING AGENTS: OTHER Tips To HELP PROTECT OUR
containing soap or any other type of cleaning agents into the gutter. storm drainWATER.. .
It you must use soap, use biodegradable)
cleaning agent into a storm drain or water or sanitary sewer. phosphate-free cleaners.Although the use of SCREENING WASH WATER
body.This is a direct violation of state and/or nontoxic cleaning products is strongly
local regulations.Because wash water from �O understand that wash water encouraged. do understand that these thorough dry cleanup before washing
e
cleaning parking areas may contain metallic (without soap)used to remove dust from a products can degrade water quality. The exterior surfaces such building and decks
si
brake pad dust, oil and other automotive clean vehicle may be discharged to a street discharge of these products into the street, without loose paint, sdewalks, or plaza
fluids, litter, food wastes and other or drain. Wash water from sidewalk, plaza, gutters, storm drain system or waterways is areas, should be sufficient to protect
materials, if should never be discharged to and building surface cleaning may go into a prohibited by local ordinances and the State receiving waters. HOWEVER, if any debris
a street, utter or storm drain. street or storm drain IF ALL of the following Water Code. Avoid use of petroleum-based (.solids)could enter storm drains or remain in
9 9 cleaning products. the gutter or street after cleaning,wash water
conditions are met: should first pass through a"20 mesh"or finer
DO . . . dispose of small amounts of 1. The surface being washed is free of screen to catch the solid materials,the mesh
wash water from cleaning building m. ,�� should then be disposed of in the trash.
residual oil, debris and other materials �� r
exteriors, sidewalks or plazas onto , n� {9` ' .l DRAIN INLET PROTECTION/CONTAINMENT &
landscaped or unpaved surfaces. provided by using dry Gleam methods l or Ir . t, ;
sweeping, and cleaning any oil or �" � ?f+ COLLECTION OF WASH WATER
T. I
you have the owner's permission and the '� y� 's tEi t
chemical spills with rags or other r+ ,,, #
discharge will not cause nuisance problemsabsorbent materials before using ,:.,,, ; Vis. hslp ,.t f� � O Sand bags can be used to create a barrier orflow intoastreet orstorm drain. water). around storm drain inlets.1f� � r N�4
- O Plugs or rubber mats can be used to
Do . . . check with your sanitary sewer 2. Washing is done with water only, not ( temporarily seal storm drain
agency's policies and requirements with soap or other cleaning materials. � m
concerningwash water disposal. Wash O Containment pads, temporary berms or
p 3. You have not used the water to remove
water from outdoor cleaningactivities may ki - �'c{` vacuum brooms can be used to contain
Y paintfrom surfaces during cleaning. J and collect wash water.
be acceptable for disposal to the sanitary
sewer with specific permission. See the list CALL 1-800-506-2555 •�:� EQUIPMENT AND SUPPLIES
on the back of this flyer for phone numbers �.i.,; n -
ofthe sanitarysewera agencies in our area. TO REPORT ILLEGAL POLLUTING rt Special materials such as absorbents,storm
g y OF STORM DRAINS drain plugs and seals, small sump pumps,
When cleaning surfaces with a high-pressure and vacuum booms are available from many
DO . . . Understand that mobile auto washer or steam cleaning methods, vendors. For more information, check
detailers should divert wash water to additional precautions should be taken to
e A aT_-. _ P catalogs such as New Pig (800-468-4647,
landscaped or dirt areas. Be aware that ; .y fz prevent the discharge of pollutants into the www.newpig.com), Lab Safety Supply (800-
soapy wash water may damage --'-' storm drain system. These two methods of 356-0783), C&H (800-558-9966), and W.W.
h water may �• surface cleaning,as compared to the use of a Grainger (800-994-9174); or call the
landscaping. Residual was
remain on paved surfaces h evaporate. low-pressure hose, can remove additional Cleaning Equipment Trade Association(800-
materials that can contaminate local 441-0111) or the Power Washers of North
Residues should be swept up and disposed or visit
of.
www.floodcontrol.co.riverside.ca.us waterways. America(800-393-PWNA).
rv„')w r ,..• �^ ' p r'a MQ tkl iu�r4 , —m"';0 rTMN"y'�rn.•»„+x°'t'taK', Y 1
,edNelpinitelephonenuinbersandlinas; \t�\l /p����ryypryppp� QA o)q� '�pgrw ,ppp°'cy'rn( 'p �'lt; ual, ^I' :Doyouknow '°t;wherethewateractuallygoes?
RIVERSIDE COUNTY WATER AGENCIES n11�NI11I N1111Rlifllrll `{�pl' 'ry�
c,v �R. Ing (H5, 944„w CCC777 p9000HHIr iii!l/ FFF���tltlWffWAUUVlII�yY GGG WWWkBSIYI - Storm drains are not
c,y P(elyh, (y6C 6
P22 6161 ,,r U;A- , R connected to
Coy 'Coact sanitary
VT( J ,960502 I lat yoU J�Dw QJ u21 i �.�'�
C Vaulty Water Disturb DI ,264 39&265, UIN
hrH
Da .I
o`(, a ( 1105 259 1 ' •+ YhY+ 0 F.f, sewer systems and
D ( le GSAtt 1 (/6012213203 1
t ,.InM p.IWrier DBbkl (9I )5
FIa careValley HND 191)674 31,,6 VA pt's); 1 E ith R
Fa M WdIW 19 C° ,V (951)244 / A9o1ldla , y treatment plants!
Cry `11 el (91)]653412 /` �
liylY .Iay, DI-1 951J66921n6 ,
J paC Iy5 'nsDiucit 1951 668'95
Lane n,wD (91) 63441 �j The primary purpose of storm drains is to carry rain water away from
L .Lai v r D n (95112.11414 r �' +
(9 1)56619M �•
M '`'3N , N. o,;hnl 1461329-5446 developed areas to prevent flooding. Untreated storm water and the
,y h C S ° 115.)323-9259 +
h
4
R pried° ep (,5,)19o-H242 �. 7. +a{z+a9 �d pollutants it carries flow directly into rivers, lakes, and streams.Wastewater
R tlbDl. aw” r.1Pol (9.,1296.6900 c<�. from residential swimming pools, acuzzis, fishponds, and fountains often
Replay Cyr 46 p°)9244951 i, g P 1 P
c
Dry al ,sa (951"5151,9 ' �(tit�, ^, contain chemicals used for sanitizing or cleansing purposes. Toxic
F Silent V C y 5 rvic s Dlsrlct (951,804 45f��
s4. .van,Out, (, 1)649J501 '+1 I � . chemicals(such as chlorine or copper-based algaecides) can damage the
V°llo)'Sudan,Distant, (16.13PM1�fl
,ern M°°°'p ",1e oar'°' ('51)46o-6)(° �O environment when wastewater is allowed to flow into our local rivers, lakes,
,q Taulleyn Ease It (909))9]-5111 pn�6,•61' Iq'1'
& ) . and streams by way of the storm drain system. Each of us can do our part to
CALL 1-800-506-2555 to '1°f " !„ help clean our water,and that adds up to a pollution solution.
Reinert C G9 b Itel d..,0 dose Polar It..' de 'N hour {
aKK Nd,,.dcrl, w, „1 oni me 1 re Early 1 1 8 A +
F d!1 It, mz d ,ta aPa = M II The Cities and County of Riverside have adopted ordinances for storm drain
« " ° ° p L d,l Pollution management to maintain discharge control and prevent illegal
Lw.In d1 nod e(Hoxeheu H:�ma waen,HHw1 �i^ as tt.'n P g 9 P g
�"°' Ell
PAIu t as n -9ht I W Ja t pry' storm drain discharge. In accordance with state and federal law,these local
P IIM' 'i
L�1 lana y b 1,l �_ 1a storm water ordinances prohibit the discharge of pollutants into the storm
Rfearre v " ' ` ^ am ` " '9 ""'",h p •l d" drain system or local surface waters. The Only Rain in the Storm Drain
m Pollution Program informs residents and businesses of storm drain pollution
Or ist our(ft sdo County Flood Cony°I D trct website at
• �Y g
l° , cslaaca.ns + prevention activities such as those described in this brochure.
Other links to additional storm drain pollution Information �� r 1 , tl
County 1 R l E o �lT
al Heath: 1.',"-' Y4 r`sq- �� rji t ,T
w
r.coel P,a I SwYu;2u ^'•x. ' c�iYte Rkt•P;t'` M
aliflorrain State Water Resource f° e,mrd
y s r ca et,reit,nm 1 is, (11t` .�
C I to Way"O I f T 1 C ? uc T'^ - M l i�b t f'1�"r '^ +� -. 1 ! 1 7., 4'
h phone° �:° , 4 $ +"'s�is• j'p1m" +y V� -t A —_y 5� �c��„cv rmm•+,m
D'A'A 91 l
Man F e,1 P re°, Aged,(EPA) n
vl/Y raa 41N I(R21 P«J....3/b sP 4p� ±t1 "p -
cLAnPI waasst,en , hr,,lon) ����YYY���1�®®��, � 1 d4t$Ifl��'),1 -Ia ./' �1• .a4 • " ,E t 1 ..
RAJ�m�py �tttp�,�,Iry� vb" 4 '� o
Fes, ' I' ;i".
R"all do Co"ycm,R' n sl l)a r i ti. r,,,, , n y,
P,rl",+t '4, Y • PLEASE NOTE:The discharge of pollutants into the street, gutters, storm drain
v aP� >t.;, ,! , 1 �,;, system,or waterways—withoutaRegiona Water Quality Control board permit or
p. 9 1 i n w l d4 In 1l v°p r9 ,ncm rrnie `�'a° mu"" w c p
t,l�a, , oma�nprvMed,l,vbrP N , ,r4°r1h ii waiver—is strictly prohibited by local ordinances and state and federal law.
*V. J;.0
�r 1117
So,, eti ul elines r ro I per Draining of uf� i
Fol 1 1 cuzzi and Fountain Water
JFV�
Discharge Regulations Refinishing Pool Surfaces Cleaning Filters Algaecides
If you are resurfacing your pool, or
Requirements for pool draining resurfacing the pool patio area, be sure to Discharge of pool filter rinse water and Avoid using copper-
may differ from city to city. hose down mixers, tools and trailers in a dirt backflush to a stream,ditch,or storm drain is based algaecides
Check with your wal area where rinse water won't flow into the prohibited.Backflush from pool filters must be unless absolutely
agency to see if disposal to the street, gutter or storm drain. Local storm discharged to the sanitary sewer. on-site necessary. Control
sanitary sewer line iswater ordinances strictly prohibit the septic tank and drainfield system (if properly algae with chlorine,
allowed for pool discharges discharge of pollutants into the storm drain designed and adequately sized), or a organic polymers or
(see reverse side for Riverside County water system. seepage pit. Alternatively, pool filter rinse other alternatives to
Purveyors). water and backwash may be diverted to dirt or copper-based pool
Residues from acid washing and similar landscaped areas. Filter media and other chemicals. Copper isWAR �I
If sewer discharge is allowed,a hose can be activities require special handling. Never solids should be picked Lip and disposed of in a heavy metal that can
run from your swimming pool pump to the discharge low or high pH wastewater into the the trash. be toxicto aquatic life
washing machine drain or a sink or bathtub.If street,gutter or storm drain.
sewer discharge is not allowed, or if your
house is served by a septic tank, review the
options presented below. Chemical Storage and
Handling pa
Proper Disposal of Pool
Discharge Options Use only the amount 5
Chemicals
If you need to dispose of unwanted
If your local sewer agency will not accept pool water into their system. indicated on product labels.
pool chemicals,first try giving them
or if you are on a septictank system,followthese guidelines: _0
1. Reduce or eliminate solids(e.g.,debris,leaves or dirt)in in pool %L to a neighbor with a pool. If that
0 Store chlorine and doesn't work, bring unwanted
water. other chemicals in a pool chemicals to a Household
Z Allow the chemicals in the pool water to dissipate. This could take o, covered area to Hazardous Waste (HHW)
up to seven(7)days depending on the time of year. Create a co-op;let prevent Collection Event. There's no cost
your neighbor share your pool while theirs is being prepared for draining, Keep out of reach for bringing HHW items to collection
then use their pool while yours is being drained. Chlorinated water should not be discharged of children and events - it's FREE! Call 1-800-506-
into the storm drain or surface waters.This includes large pools such as community swimming pets.
poolsorspas. 2555 for a schedule of HHW events in
3. When the pool water is free of all chemicals (verify by a home pool water test kit)drain pool Chlorine kits, available yourcommunity.
water to landscaped areas,lawns,yards,or any areas that will absorb the water. retail swimming pool equipment and
4. You may have to drain the pool water over a period of a few days to allowthe landscape areas to supply stores, should be used to monitor
absorb most of the water. the chlorine and pH levels.
5. Control the flow of the draining pool water to prevent soil erosion. Do not allow sediment to
enter the street,gutteror storm drain. Chlorine and other pool chemicals should NEVER put unused chemicals
6. Avoid discharging pool water into the street and storm drain system. Water runoff that enters never be allowed to flow into the gutter or into the trash, onto the ground
the street can pick LIP motor oil,pet waste,trash and other pollutants,eventually carrying them the storm drain system. or down a storm drain.
into the storm drain system and local surface waters.
Water Quality Management Plan (WQMP)
' southwest Riverside Family YMCA
Employee Education Lo
Name Name Date WQMP
' (printed) (signature) Materials Provided
1
t
t
1
September 28, 2007
' Water Quality Management Plan (WQMP)
' southwest Riverside Family YMCA
Appendix E
' Soils Report
' See "Preliminary Geotechnical Investigation for the Proposed YMCA Located at
Margarita Park on the South Side of Margarita Road, City of Temecula, Riverside
County, California", prepared by LGC Inland, Inc. Geotechnical Consulting, Dated
' November 4, 2005.
1
' September 28, 2007
INLAND, INC.
Il Geotechnical Consulting
11
11
PRELIMINARY GEOTECHNICAL
1 , INVESTIGATION FOR THE PROPOSED YMCA
LOCATED AT AIARGARTA PARK ON THE
1 SOUTH SIDE OF MARGARITA ROAD, CITY OF
TEMECULA,RIVERSIDE COUNTY
CALIFORNIA
Project No.705922-10
i�
Dated.November 4,2005
1 Prepared For:
Southwest Riverside YMCA
1 t c/o Mr.Glen Daigle
1 OAK GROVE EQUITIES
1 28991 Front Street
Temecula,California 9259
1�
i
1�
1�
J41531 Date Street • Murrieta, CA 92562 • (951) 461-1919 • Fax (951) 461-7677
1
INLAND, INC.
' I Geotechnical Consulting
f November 4,2005 Project No. I05922-10
1�1
Southwest Riverside YMCA
c/o Mr. Glen Daigle
OAK GROVE EQUITIES
28991 Front Street
Temecula, California 92590
' l Subject. Preliminary Geotechnical Investigation for the Proposed YMCA, Located at Margarita Park
on the South Side of Margarita Road, City of Temecula, Riverside County, California
LGC Inland, Inc. (LGC) is pleased to submit herewith our geotechnical investigation report for the proposed
YMCA located at Margarita Park on the south side of Margarita Road, in the city of Temecula, Riverside
County, California. This report presents the results of our field investigation, laboratory testing and our
engineering judgment, opinions, conclusions and recommendations pertaining to the geotechnical design
aspects of the proposed development.
It has been a pleasure to be of service to you on this project. Should you have any questions regarding the
content of this report or should you require additional information,please do not hesitate to contact this office at
your earliest convenience.
;1 Respectfiilly submitted,
J LGC INLAND,INC.
Mark Bergmann
President
AW/CW/SMP/ko
-J Distribution: (6)Addressee
� I
'� 41531 Date Street - Murrieta, CA 92562 - (951) 461-1919 - Fax (951) 461-7677
I
;-1
TABLE OF CONTENTS
Section page
1.0 INTRODUCTION........................................................................................................................................ 1
1.1 Purpose and Scope of Services............................................................................................................... I
1.2 Location and Site Description................................................................................................................. 1
1 1.3 Proposed Development and Grading...................................................................................................... 3
' 1.0 INVESTIGATIONAND LABORATORY TESTING....................................... ... 3
........................................ .
2.1 Field Investigation.................................................................................................................................. 3
2.2 Laboratory Testing.................................................. ............................................................................... 4
' 2.3 Aerial Photograph Interpretation........................................ .... 4
...............................................................
3.0 FINDINGS.................................................................................................................................................. 4
' 3.1 Regional Geologic Setting....................................................................................................................... 4
3.2 Local Geology and Soil Conditions........................................................................................................ 4
l3.3 Groundwater........................................................................................................................................... 6
3.4 Faulting................................................................................................................................................... 6
3.5 Landslides............................................................................................................................................... 6
`l 4.0 CONCLUSIONSAND RECOMMENDATIONS......................................................................................... 6
J4.1 General.................................................................................................................................................... 6
4.2 Earthwork................................................................................................................................................ 6
4.2.1 General Earthwork and Grading Specifications............................................................................ 6
4.2.2 Clearing and Grubbing................................................................................................................... 7
r _ 4.2.3 Excavation Characteristics............................................................................................................. 7
il 4.2.4 Groundwater................................................................................................................................... 7
J 4.2.5 Ground Preparation—Fill Areas.................................................................................................... 7
4.2.6 Disposal of Oversize Rock.............................................................................................................. 7
4.2.7 Fill Placement................................................................................................................................. 7
4.2.8 Import Soils for Grading................................................................................................................. 8
r 1 4.2.9 Cut/Fill Transition Lots.................................................................................................................. 8
J4.2.10 Processing of Cut Areas.................................................................................................................. 8
r42.11 Shrinkage, Bulking and Subsidence................................................................................................ 8
Z.12 Deep Fill Settlement Monitoring..................................................................................................... 9
4.2.13 Geotechnical Observations............................................................................................................. 9
4.3 Post Grading Considerations.................................................................................................................. 9
'. 4.3.1 Slope Landscaping and Maintenance............................................................................................. 9
4.3.2 Site Drainage................................................................................................................................ 10
' 4.3.3 Utility Trenches..................
5.0 SEISMIC DESIGN CONSIDERATIONS.................................................................................................. 10
5.1 GroundMotions.................................................................................................................................... 10
5.2 Secondary Seismic Hazards.................................................................................................................. 11
5.3 Liquefaction .......................................................................................................................................... 12
6.0 TENTATIVE FOUNDATIONDESIGNRECOMMENDATIONS............................................................. 12
6.1 General.................................................................................................................................................. 12
6.3 Settlement.............................................................................................................................................. 13
6.4 Lateral Resistance................................................................................................................................. 13
6.5 Footing Observations............................................................................................................................ 13
6.6 Expansive Soil Considerations.............................................................................................................. 14
J6.6.1 Very Low Expansion Potential(Expansion Index of 20 or Less).................................................. 14
CiCill Footings.~.......-._.....,...,,~~.,'...^.'~__,,~,^,,,,,,,,,,_`_,,,,,,,, 14
0� > Ci��J�J �7nor/�o�r....� .....,.,. ... 14
��������.n � ,~^,,,. ~_,,,,~,,,,,_,,,.^,,,~~..^,,`.
6.6 Low Expansion Potential(Expansion Index*/2lto560...................... ........ ...................................... l5
6.({1 Footings....-...,.........~..,,,_,,,.......~~,,~,,^~_^,,,,,,,,~,~.,,,,. }5
68iJ ��/ur�/�h�,...-...-,,.� . . -,...~. lJ
�N | ��������,, . � , ~~,,,,,,,~,,_,,,,,.^__,,,,,
6.7 Post Tensioned Design Recommendations................................. .............................. }6
� 68 Corrosivity u» Concrete and Metal......................................................................................... ......... ... }8
69 Structural Setbacks....,............................. ....................................................... 18
mm' 7.0 RE7}412V%NG WALLS........................................................ ...................... .......... ..................................... J0
� 7/ Active and At-Rest Earth Pressures...................................................................................................... l8
72 -....^.-....^..................-.,..........~,.....� 29
Drainage" '---`-..~..�
7.3 Temporary Excavations........................................................................................................................ l9
-
7.4 Wall ............ ....... .................................... ..... ......... ,.......................................................... /0
f[0 CONCRETE FLA TW[PK........................ ............................................................................................... 10
m� /(/ Thickness and Joint Spacing.-.-...~...---^-~.-^-^^^^^^^^^`^^~``^^~~^~^^~--^-- /9
'
8.2 Subgrade Preparation....-.................................^.........-------, /9
J !}A PRELIAIYNARYASPHALTIC CONCRETE PA VEME7V7`l}ESIGN......................................................... 20
0� /0.0 GRADING PLAN REkIEW AND C{l8/S7R[/CJ7(}/VSER J1JC8S............................................................. J8
' 1/.0 flVVES%7GATION 7JM7TATIONS............................................................................................................ J/
� Attachments:
Figure l -SitelocatiooMapUageD
] Figure Z-Regional Geologic Map(Page 5)
APPENDIX A-References (Rear ofText)
APPENDIX B-BoringLogs (Rear of Text)
.0
APPENDIX{,-Laboratory Testing Procedures and Test Results(Rear ofText)
APPENDIX D-Seismicity (Rear m'Text)
�
APPENDIX B-Liquefaction (Rear of2ex8
| APPENDIX-Asphaltic Concrete Pavement Calculations (Rear of Text)
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APPENDIX G- Genoral Earthwork and Grading Specifications
|
Plate I ` Geotechnical 8&znJuf�/��8
| --,r .- ,
\ �
-
-
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Project No105022-10 Paged November 4, 2005
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LO INTRODUCTION
' LGC Inland, Inc. (LGC) is pleased to present this geotechnical investigation report for the subject property.
The purposes of this investigation were to determine the nature of surface and subsurface soil conditions,
' } evaluate their in-place characteristics, and then provide preliminary grading and foundation design
recommendations based on the accompanying site map provided by you. The general location of the property is
indicated on the Site Location Map (Figure 1). The Site Plan you provided was used as the base map to show
'.1 geologic conditions within the subject site (see Geotechnical Map, Plate 1).
1 Y.Y Par
pose and Scone ofServfces
The purposes of this investigation were to obtain information on the sur face/subsurface soil and geologic
conditions within the subject site, evaluate the data, and then provide preliminary grading and
foundation design recommendations. The scope of our investigation included the following:
Review of readily available published and unpublished literature and geologic maps pertaining to
active and potentially active faults that lie in close proximity to the site which may have an impact
on the proposed development(see Appendix A, References).
' l Field reconnaissance to observe existing site conditions and coordinate with Underground Service
Alert to locate any known underground utilities.
'} Geologic mapping of the site.
Excavating, logging, and selective sampling of two (2)hollow-stem-auger borings to depths between
261/2 to 51'/x feet. Exploration locations are shown on the enclosed Geotechnical Map (Plate 1) and
' descriptive logs are presented in Appendix B.
ILaboratory testing and analysis of representative samples of soil materials (bulk and undisturbed)
' obtained during exploration to determine their engineering properties (Appendix C).
Engineering and geologic analysis of the data with respect to the proposed development.
• An evaluation of faulting and seismicity of the region as it pertains to the site (Appendix D).
• An evaluation of Liquefaction (Appendix E).
• Preliminary asphaltic concrete pavement analysis(Appendix F).
t`I - Preparation of General Earthwork and Grading Specifications(Appendix G).
i
• Preparation of this report presenting our findings, conclusions and preliminary geotechnical
t recommendations for the proposed development.
Y.2 Location and Site Description
The subject site is located on the south side of Margarita Road in the city of Temecula, Riverside
County, California. The general location and configuration of the site is shown on the Site Location
' I Map (Figure 1).
Project No. 105922-10 Page I November 4, 2005
Figure I
Site Location Map
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Project No. 105992-10 Page 2 November 4, 2005
1 .�
The topography of the building site is relatively flat, while the park as a whole descends in several
1 I terraces to the southeast, approximately 30 feet below the proposed building elevation. The general
elevation of the property is approximately 1,090 feet above mean sea level (msl)with differences of less
than 20+feet across the entire site.
1 No underground structures are known to exist at the site. The property has been used as part of a public
park, that includes existing parking; walkways, and a roller hockey rink.
' The site has been landscaped with vegetation consisting of a dense cover of annual grasses and scattered
trees. The site is bounded to the north by existing apartments and then by Margarita Road, to the east by
the field of a school, to the south by Empire Creek, and to the west by a condo development. Water lines
' for sprinkler systems were noted throughout the site.
1.3 Proposed Development and Grading
1�
The proposed development is expected to consist of a wood, block, or steel framed two-story structure
' utilizing slab on ground construction with associated streets, landscape areas, and utilities. The
proposed development includes one (1) building located to the southwest of the existing parking lot.
Formal plans have not been prepared and await the conclusions and recommendations of this report.
The Site Plan, provided by you, was utilized in our investigation and forms the base for our
Geotechnical Map (Plate 1). The site was sheet graded when the adjacent condos to the west were
1'i developed, and an undocumented fill cap overlays natural material of the site. Due to the elevations of
` the existing development to the west, the street, and the adjacent parking lot to the north, LGC assumes
r� that existing grade elevations will remain essentially unchanged. While removal depths are expected to
be 18 to 23 feet, cut and fill slopes should be less than 20 feet in height.
l2.0 INVESTIGATIONAND LABORATORY TESTING
' 2.1 Field Investigation
1
Subsurface exploration within the subject site was performed on May 20, 2005 for the exploratory
borings. A hollow-stem-auger drill rig was utilized to drill two (2) borings within the proposed building
area to depths ranging from 26% to 51'/2 feet. Prior to the subsurface work, an underground utilities
clearance was obtained from Underground Service Alert of Southern California.
Earth materials encountered during exploration were classified and logged in general accordance with
the visual-manual procedures of ASTM D 2488. The approximate exploration locations are shown on
I 1 Plate 1 and descriptive logs are presented in Appendix B.
i
Associated with the subsurface exploration was the collection of bulk (disturbed) samples and relatively
undisturbed samples of soil materials for laboratory testing. The relatively undisturbed samples were
t obtained with a 3-inch outside diameter modified California split-spoon sampler lined with 1-inch high
brass rings. In addition, samples were obtained using a Standard Penetration Test (SPT) sampler. The
I soil samples obtained with the hollow stem auger drill rig, were driven mechanically with successive 30-
J inch drops of an automatic 140-pound, sampling hammer. The blow count for each six inch increment
was recorded in the boring logs. The central portions of the driven-core samples were placed in sealed
containers and transported to our laboratory for testing.
a
1 t Project No. 105992-10 Page 3 November 4, 2005
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2.2 Laboratory Testing
Maximum dry density/optimum moisture content, expansion potential, R-value, corrosivity, and in-situ
density/moisture content were determined for selected undisturbed and bulk samples of soil materials,
t considered representative of those encountered. A brief description of laboratory test criteria and
summaries of test data are presented in Appendix C. An evaluation of the test data is reflected
throughout the Conclusions and Recommendations section of this report.
2.3 Aerial Photograph Interpretation
No strong geomorphic lineaments were interpreted to project through the site during our review of aerial
photographs of the subject property. Geomorphic evidence of active landsliding was not observed on
the site. A table summarizing the aerial photographs utilized in our geomorphic interpretation of
lineaments and landslides is included in Appendix A -Aerial Photograph Interpretation Table.
3.0 FINDINGS
3.1 Regional Geologic Setting
'i
Regionally, the site is located in the Peninsular Ranges Geomorphic Province of California. The
Peninsular Ranges are characterized by steep, elongated valleys that trend west to northwest. The
northwest-trending topography is controlled by the Elsinore fault zone, which extends from the San
n Gabriel River Valley southeasterly to the United States/Mexico border. The Santa Ana Mountains lie
along the western side of the Elsinore fault zone, while the Penis Block is located along the eastern side
of the fault zone. The mountainous regions are underlain by Pre-Cretaceous, metasedimentary and
' metavolcanic rocks and Cretaceous plutonic rocks of the Southern California Batholith. Tertiary and
Quaternary rocks are generally comprised of non-marine sediments consisting of sandstone, mudstones,
conglomerates, and occasional volcanic units. A map of the regional geology is presented on the
' J Regional Geologic Map, Figure 2.
'..i 3,2 Local Geology and Soil Conditions
l l The earth materials on the site are primarily comprised of undocumented fill, alluvial deposits, and
' J bedrock. A general description of the earth materials observed on the site is provided in the following
paragraphs:
' Artificial Fill, Undocumented (map symbol Afu): Undocumented artificial fill materials were
encountered throughout the site in the upper 7 to 12 feet within the borings. These materials are
i typically locally derived from the native materials and consist generally of olive gray clayey sands
' J with sandy clay and silty sand layers.
Quaternary Young Alluvial Channel Deposits (map symbol Qya): Young alluvial channel deposits
were encountered below the artificial fill throughout the site from 7 to 12 feet below the surface to
' approximately 39 feet below the surface (Boring 1). These materials consisted primarily of
interfingered yellowish brown to brown clayey and silty sands with sandy silt and sandy clay layers,
and were slightly moist to very moist and in a loose to medium dense state.
Project No. 105992-10 Page 4 November 4, 2005
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Figure 2
1 Regional Geologic Map
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1 Project No. 105992-10 Page 5 November 4, 2005
1
• Quaternary Pauba Formation(map symbol Opfs)' Pauba Formation bedrock was encountered below
1 the alluvial materials, in Boring 1. These materials consisted primarily of olive gray to dark brown,
1 fine to coarse grained sandstone with varying amounts of silt and clay, with occasional interbedded
claystone and siltstone. These materials were typically moderately hard to hard, and slightly to very
moist.
3.3 Groundwater
tGroundwater was not encountered to the maximum depth explored, approximately 51'/2 feet.
3.4 Faulting
The geologic structure of the entire Southern California area is dominated by northwest-trending faults
t , associated with the San Andreas Fault system. Faults, such as the Newport-Inglewood, Whittier-
Elsinore, San Jacinto and San Andreas are major faults in this system and all are known to be active. In
addition, the San Andreas, Elsinore, and San Jacinto faults are known to have ruptured the ground
surface in historic times.
t Based on our review of published and unpublished geologic maps and literature pertaining to the site
and regional geology, the closest active fault producing the highest anticipated peak ground acceleration
at site is the Elsinore-Temecula Fault located approximately 0.8 kilometers to the southwest. This fault
is capable of producing a moderate magnitude earthquake.No active faults are known to project through
the site and the site does not lie within an Alquist-Priolo Earthquake Fault Zone (previously called an
Alquist-Priolo Special Studies Zone).
�e13.5 Landslides
No landslide debris was noted during our subsurface exploration and no ancient landslides are known to
exist on the site.
1 4.0 CONCLUSIONS AND RECOMMENDATIONS
4.1 General
I '
` From a soils engineering and engineering geologic point of view, the subject property is considered
suitable for the proposed development, provided the following conclusions and recommendations are
incorporated into the design criteria and project specifications.
4.2 Earthwork
4.2.1 General Earthwork and Grading Snecifleatlons
a All earthwork and grading should be performed in accordance with all applicable requirements
' of the Grading and Excavation Code and the Grading Manual of the appropriate reviewing
1 agency, in addition to the provisions of the 1997 Uniform Building Code (UBC), including
Appendix Chapter 33. Grading should also be performed in accordance with applicable
' provisions of the General Earthwork and Grading Specifications (Appendix G), prepared by
LGC,unless specifically revised or amended herein.
�'°� Project No. 105992-10 Page 6 November 4, 2005
' 1
4.2.2 Clearing and Grubbin
All weeds, gasses, brush, shrubs, debris and trash in the areas to be graded should be stripped
and hauled offsite. During site grading, laborers should clear from fills any roots, branches, and
' other deleterious materials missed during clearing and grubbing operations.
The project geotechnical engineer or his qualified representative should be notified at appropriate
' 1 times to provide observation and testing services during clearing operations and to verify
compliance with the above recommendations. In addition, any buried structures or unusual or
adverse soil conditions encountered that are not described or anticipated herein should be
' l brought to the immediate attention of the geotechnical consultant.
1 4.2.3 Excavation Characteristics
Based on the results of our exploration, the near surface soil materials, will be readily excavated
l with conventional earth moving equipment.
4.2.4 Groundwater
Groundwater was not encountered during our subsurface exploration. Therefore, groundwater is
' not expected to be a factor during grading or construction. However, localized groundwater
could be encountered during construction due to the limited number of exploratory locations or
'I other factors.
4.2.5 Ground Preparation—Fill Areas
l All existing low density and potentially collapsible soil materials, such as topsoil, alluvium, and
t.1 loose manmade fill, should be removed to underlying competent alluvium, from each area to
receive compacted fill. Dense native soils are subject to verification by the project engineer,
geologist or their representative. Prior to placing structural fills, the exposed bottom surfaces in
each removal area should first be scarified to a depth of 6 inches or more, watered or air dried as
necessary to achieve near-optimum moisture conditions and then re-compacted in-place to a
minimum relative compaction of 90 percent.
Based on LGC's exploration, anticipated depths of removal are shown on the enclosed
1 Geotechnical Map (Plate 1). In general, the anticipated removal depths should vary from 18 to
23 feet. The depths of removals are based upon the low density and potential settlement of the
soils that underlie the existing compacted fill. However, actual depths and horizontal limits of
any removals will have to be determined during grading on the basis of in-grading observations
and testing performed by the geotechnical consultant and/or engineering geologist.
i 4.2.6 Disposal of'Oversize Rock
J Oversize rock is not expected to be encountered during grading.
J 4.2.7 Fill Placement
' Any fill should be placed in 6- to 8-inch maximum (uncompacted) lifts, watered or air dried as
necessary to achieve uniform near optimum moisture content (preferred at or slightly above
optimum moisture content) and then compacted in-place to a minimum of 90 percent relative
' compaction. The laboratory maximum dry density and optimum moisture content for each
change in soil type should be determined in accordance with ASTM Test Method D1557-00.
' Project No. 105 992-1 0 Page 7 November 4, 2005
' 4.2.8 Import Soils for Gradinr
In the event import soils are needed to achieve final design grades, all potential import materials
' should be free of deleterious/oversize materials, non-expansive, and approved by the project
I geotechnical consultant prior to commencement of delivery onsite.
4.2.9 CutlFill Transition Lots
' To mitigate distress to structures related to the potential adverse affects of excessive differential
settlement, cut/fill transitions should be eliminated from all building areas where the depth of fill
placed within the "fill" portion exceeds proposed footing depths. The entire structure should be
founded on a uniform bearing material. This should be accomplished by overexcavating the
"cut" portion and replacing the excavated materials as properly compacted fill. Recommended
' depths of overexcavation are provided in the following table:
"�DEP21l,OF?F1l,L r1t omoir DEPTIIOh Q[2YG Cfi17lON,xcrisr onion ' '
Up to 5 feet Equal Depth
5 to 10 feet 5 feet
Greater than 10 feet One-half the thickness of fill placed on the"fill"portion(10
' feet maximum
Overexcavation of the "cut" portion should extend beyond the perimeter building lines a
horizontal distance equal to the depth of overexcavation or to a minimum distance of 5 feet,
' whichever is greater.
j 4.2.10 Processine of Cut Areas
'.1
Where low-density surficial earth materials (undocumented artificial fills, topsoil, colluvium and
' alluvium) are not removed in their entirety in cut areas, these materials should be removed to
competent bedrock and replaced as properly compacted fill. Competent bedrock should be
exposed at final grade or the entire lot should be overexcavated and replaced with compacted fill.
In addition, final determination of lots that require overexcavation due to rock or transition
' conditions should be determined in the field.
' 4.2.11 Shrinkaee.Bulkine and Subsidence
Volumetric changes in earth quantities will occur when excavated onsite earth materials are
replaced as properly compacted fill. The following is an estimate of shrinkage and bulking
factors for the various geologic units found onsite. These estimates are based on in-place
densities of the various materials and on the estimated average degree of relative compaction
' achieved during grading.
J �� � GEOIOGIGYUMT.�� i � �� �SAI�IN&�GP�PER�Cs�EN_T�� � '
Artificial Fill 0 to 5
Young Alluvial Channel Deposits 10 to 15
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'� Project No. 105991-10 Page 8 November 4, 2005
Subsidence from scarification and recompaction of exposed bottom surfaces in removal areas to
receive fill is expected to vary from negligible to approximately 0.1 foot.
The above estimates of shrinkage and subsidence are intended as an aid for project engineers in
determining earthwork quantities. However, these estimates should be used with some
caution since they are not absolute values. Contingencies should be made for balancing
earthwork quantities based on actual shrinkage and subsidence that occurs during grading.
4.2.12 Deep Fill Settlement Monitoring
Fills in excess of 30 feet will require the placement of settlement monuments. Monuments will
be required at the base and surface of the deep fills in order to monitor post construction
settlement of alluvial soils and consolidation of fill materials.
Surface monuments may consist of 51 foot lengths of 1-inch diameter pipe driven into the
ground and furnished with a suitable, well defined measuring point. Locations of settlement
monuments will be determined when detailed grading plans are available.
Elevation readings of survey monuments should be made weekly for the first four (4) weeks,
bi-weekly for eight (8) weeks, and then monthly until observed settlement has reached tolerable
limits. Construction timing in areas of deep fill will be evaluated on a continuing basis, as
survey data are available.
4.2.13 Geotechnical Observations
An observation of clearing operations, removal of unsuitable materials, and general grading
procedures should be performed by the project geotechnical consultant or his representative.
Fills should not be placed without prior approval from the geotechnical consultant.
The project geotechnical consultant or his representative should also be present onsite during all
grading operations to verify proper placement and adequate compaction of all fill materials, as
well as to verify compliance with the other recommendations presented herein.
4.3 Post Grading Considerations
'l 4.3.1 Slope Landscaping and Maintenance
1 Adequate slope and pad drainage facilities are essential in the design of the finish grading for the
' subject site. An anticipated rainfall equivalency of 60 to 100 inches per year at the site can result
due to irrigation. The overall stability of graded slopes should not be adversely affected
provided all drainage provisions are properly constructed and maintained thereafter and provided
all engineered slopes are landscaped with a deep rooted, drought tolerant.and maintenance free
plant species, as recommended by the project landscape architect. Additional comments and
J recommendations are presented below with respect to slope drainage, landscaping and irrigation.
} discussion of drainage is given in the following section.
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1 Project No. 105992-10 Page 9 November 4, 2005
4.3.2 Site Drains
Positive-drainage devices, such as sloping sidewalks, graded swales and/or area drains, should be
provided around buildings to collect and direct all water away from the structures. Pad drainage
should be designed for at least the minimum gradient required by the UBC with drainage
directed to the adjacent drainage facilities or other location approved by the building official.
Ground adjacent to foundations shall be graded so that it is sloped away from the building at
least 12H:1 V (4.8") for a minimum distance of 6 feet, or another alternative approved way shall
be found to divert water from the foundation. Neither rain nor excess irrigation water should be
allowed to collect or pond against building foundations. Roof gutters and downspouts may be
required on the sides of buildings where yard-drainage devices cannot be provided and/or where
roof drainage is directed onto adjacent slopes. All drainage should be directed to adjacent
driveways, adjacent streets or storm-drain facilities.
4.3.3 Utility Trenches
' All utility trench backfill within the street right-of-ways, utility easements, under sidewalks,
driveways and building-floor slabs, as well as within or in proximity to slopes should be
compacted to a minimum relative compaction of 90 percent. Where onsite soils are utilized as
backfill,mechanical compaction will be required. Density testing, along with probing, should be
performed by the project geotechnical engineer or their representative to verify proper
compaction.
For deep trenches with vertical walls, backfill should be placed in approximately 8- to 10-inch
maximum lifts and then mechanically compacted with a hydro-hammer, pneumatic tampers or
similar equipment. For deep trenches with sloped walls, backfill materials should be placed in
1 approximately 8- to 10-inch maximum Iifts and then compacted by rolling with a sheepsfoot
tamper or similar equipment.
1� To avoid point loads and subsequent distress to vitrified clay, concrete or plastic pipe, imported
sand bedding should be placed at least 1-foot above the pipe in areas where excavated trench
materials contain significant cobbles. Sand-bedding materials should be thoroughly jetted prior
1 to placing the backfill.
Where utility trenches are proposed parallel to any building footing (interior and/or exterior
1 trenches), the bottom of the trench should not be located within a 1:1 (h:v) plane projected
downward from the outside bottom edge of the adjacent footing.
1 S.0 SEISMIC DESIGN CONSIDERATIONS
5.1 Ground Motions
Structures within the site should be designed and constructed to resist the effects of seismic ground
1 motions as provided in the 1997 UBC Sections 1626 through 1633. The method of design is dependent
on the seismic zoning, site characteristics, occupancy category,building configuration,type of structural
1 system and building height.
i�
Project No. 105992-10 Page 10 November 4, 2005
1
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1) For structural design in accordance with the 1997 UBC, a computer program developed by Thomas F.
Blake (UBCSEIS, 1998) was used that compiles fault information for a particular site using a modified
version of a data file of approximately 183 California faults that were digitized by the California
Division of Mines and Geology and the U.S. Geological Survey. This program computes various
information for a particular site, including; the distance of the site from each of the faults in the data file,
the estimated slip rate for each fault and the"maximum moment magnitude" of each fault. The program
then selects the closest Type A,Type B and Type C faults from the site and computes the seismic design
1 coefficients for each of the fault types. The program then selects the largest of the computed seismic
design coefficients and designates these as the design coefficients for the subject site.
1� The probabilistic seismic hazard analysis for the site was completed for three (3) different attenuation
relationships (Campbell & Bozorgnia, 1997, Sadigh et al., 1997, and Abrahamson & Silva, 1997). The
peak ground acceleration value of 0.73 g is the mean of the three(3) values obtained. The probability of
1 exceedance versus acceleration waves for the different attenuation relationships are presented in
Appendix D.
Probability curves were calculated using the computer program FRISKSP Version 4.0(Blake, 2000).
Based on our evaluation, the Elsinore-Temecula Fault zone would probably generate the most severe
site ground motions with an anticipated maximum moment magnitude of 6.8 and anticipated slip rate of
5 mm/yr. The following 1997 UBC seismic design coefficients should be used for the proposed
structures. These criteria are based on the soil profile type as determined by subsurface geologic
conditions, on the proximity of the Elsinore-Temecula Fault and on the maximum moment magnitude
and slip rate.
Figure 16-2 Seismic Zone 4
Table 16-I Seismic Zone Factor Z 0.4
Table 16-U Seismic Source Type B
Table 16-J Seismic Profile Type So
Table 16-S Near-Source Factor,N. 1.3
Table 16-T Near-Source Factor,N, 1.6
Table 16-Q Seismic Coefficient, Ce 0.57
1 Table 16-R Seismic Coefficient,C„ 1.02
1 5.2 Secondary Seismic Hazards
1 Secondary effects of seismic activity normally considered as possible hazards to a site include several
types of ground failure as well as induced flooding. Various general types of ground failures, which
might occur as a consequence of severe ground shaking of the site, include land sliding, ground
lurching, shallow ground rupture, and liquefaction. The probability of occurrence of each type of
ground failure depends on the severity of the earthquake, distance from faults, topography, subsurface
soils, groundwater conditions, and other factors. Based on our subsurface exploration, all of the above
secondary effects of seismic activity are considered unlikely.
Project No. 105992-10 Page 11 November 4, 2005
i
Seismically induced flooding normally includes flooding due to a tsunami (seismic sea wave), a seiche
(i.e., a wave-like oscillation of the surface of water in an enclosed basin that may be initiated by a strong
earthquake) or failure of a major reservoir or retention structure upstream of the site. Since the site is
located more than 24 miles inland from the nearest coastline of the Pacific Ocean at an elevation in
excess of 1,090 feet above mean sea level, the potential for seismically induced flooding due to a
tsunamis run-up is considered nonexistent. Since no enclosed bodies of water lie adjacent to the site, the
' potential for induced flooding at the site due to a seiche is also considered nonexistent.
5.3 Liquefaction
iLiquefaction involves the substantial loss of shear strength in saturated soil, usually taking place within
a soil medium exhibiting a uniform, fine grained characteristic, loose consistency and low confining
pressure when subjected to impact by seismic or dynamic loading. Factors influencing a site's potential
for liquefaction include area seismicity, onsite soil type and consistency and groundwater level. The
project site will be underlain by compacted fill, competent alluvium, and Pauba Formation bedrock, with
groundwater at a depth greater than 50 feet. The potential for earthquake induced liquefaction within
the site is considered very low to remote due to the recommended engineered fill, relatively deep
groundwater, and the dense nature of the deeper onsite soils.
Liquefaction analyses were performed for the existing (un-graded) site conditions. The soil and
groundwater conditions encountered in Boring Nos. 1 and 2 were utilized in our analyses. Our field
investigation indicated groundwater to be at a depth of greater than 51%z feet below the existing surface
in Boring Number 1. A conservative level of 5 feet was used for the liquefaction analyses to represent
the historic high groundwater level. Our analyses indicate potentially liquefiable soils in Boring Nos. 1
and 2 at depths between 7 and 33 feet below the existing ground surface. However, the effects and to
liquefaction should not be a factor due to the recommended removal of materials down to 18 to 23 feet,
the subsequent compaction thereof, the depth to groundwater, and the depth of the liquefiable soils along
with the volume of overburden materials above the liquefiable zone. Due to these factors liquefaction
should not manifest itself at the surface. All but one potentially liquefiable layer will be removed as
indicated in our post grading liquefaction analyses. As a result of the removals, liquefaction induced
settlements calculated to be less than 1 inch. The results of the liquefaction and settlement analyses are
presented in Appendix E.
6.0 TENTATIVEFOUNDATIONDESIGNRECOMMEADATIONS
6.1 General
Provided site grading is performed in accordance with the recommendations of this report, conventional
shallow foundations are considered feasible for support of the proposed structures. Tentative foundation
recommendations are provided herein. However, these recommendations may require modification
depending on as-graded conditions existing within the building site upon completion of grading.
Project No. -105992-10 Page 12 November d, 2005
1
62 Allowable Bearing Values
An allowable bearing value of 2,500 pounds per square foot(psf) is recommended for design of 24-inch
Square pad footings and 12-inch wide continuous footings founded at a minimum depth of 12 inches
below the lowest adjacent final grade. This value may be increased by 20 percent for each additional
1-foot of width and/or depth to a maximum value of 3,500 psf Recommended allowable bearing values
include both dead and live loads and may be increased by one-third when designing for short duration
wind and seismic forces.
6.3 Settlement
' Based on the general settlement characteristics of the soil types that underlie the building sites and the
anticipated loading, it has been estimated that the maximum total settlement of conventional footings
will be less than approximately % inch. Differential settlement is expected to be about '/2 inch over a
horizontal distance of approximately 20 feet, for an angular distortion ratio of 1:480. It is anticipated
that the majority of the settlement will occur during construction or shortly thereafter as loads are
applied.
The above settlement estimates are based on the assumption that the grading and construction is
performed in accordance with the recommendations presented in this report and that the project
geotechnical consultant will observe or test the soil conditions in the footing excavations.
6.4 Lateral Resistance
iA passive earth pressure of 250 psf per foot of depth to a maximum value of 2,500 psf may be used to
determine lateral bearing resistance for footings. Where structures are planned in or near descending
slopes,the passive earth pressure should be reduced to 150 psf per foot of depth to a maximum value of
1,500 psf. In addition, a coefficient of friction of 0.40 times the dead load forces may be used between
concrete and the supporting soils to determine lateral sliding resistance. The above values may be
increased by one-third when designing for short duration wind or seismic forces.
The above values are based on footings for an entire structure being placed directly against compacted
fill. In the case where footing sides are formed, all backfill placed against the footings should be
compacted to a minimum of 90 percent of maximum dry density.
6.5 Footing Observations
All foundation excavations should be observed by the project geotechnical engineer to verify that they
have been excavated into competent bearing materials. The foundation excavations should be observed
' prior to the placement of forms, reinforcement or concrete. The excavations should be trimmed neat,
level and square. All loose, sloughed or moisture-softened soil should be removed prior to concrete
placement.
Materials from footing excavations should not be placed in slab on grade areas unless the soils arc
compacted to a minimum 90 percent of maximum dry density.
1�
Project No. 105992-10 Page 13 November 4. 2005
6.6 Expansive Soil Considerations
Results of preliminary laboratory tests indicate onsite earth materials exhibit VERY LOW expansion
potential, as classified in accordance with 1991 UBC Table 18-I-B. Accordingly, expansive soil
conditions should be evaluated at the completion of rough grading. The design and construction details
herein are intended to provide recommendations for the various levels of expansion potential, of VERY
LOW and LOW which may be evident at the completion of rough grading.
' 6.6.1 Very Low Expansion Potential/Expansion Index of 20 or Less)
Results of our laboratory tests indicate onsite soils exhibit a VERY LOW expansion potential as
classified in accordance with Table 18-I-B of the 1997 Uniform Building Code (UBC). Since
the onsite soils exhibit expansion indices of 20 or less, the design of slab on ground foundations
is exempt from the procedures outlined in Section 1815. Based on the above soil conditions, it is
recommended that footings and floors be constructed and reinforced in accordance with the
following minimum criteria. However, additional slab thickness, footing sizes and/or
reinforcement should be provided as required by the project architect or structural engineer.
6.6.1.1 Footinrs
• Exterior continuous footings may be founded at the minimum depths indicated in UBC
Table 18-I-C (i.e. 12-inch minimum depth for one-story and 18-inch minimum depth for
two-story construction). Interior continuous footings for both one- and two-story
construction may be founded at a minimum depth of 12 inches below the lowest adjacent
grade. All continuous footings should have a minimum width of 12 and 15 inches, for
one-story and two-story buildings, respectively, and should be reinforced with two (2)
No. 4 bars, one(1)top and one(1)bottom.
• Exterior pad footings intended for the support of roof overhangs, such as second story
decks, patio covers and similar construction should be a minimum of 24 inches square
and founded at a minimum depth of 18 inches below the lowest adjacent final grade. No
special reinforcement of the pad footings will be required.
6.6.1.2 Buildinr Floor Slabs
• Concrete floor slabs should be 4 inches thick and reinforced with No. 3 bars spaced a
maximum of 24 inches on center,both ways. All slab reinforcement should be supported
on concrete chairs or bricks to ensure the desired placement near mid-depth.
• Concrete floor slabs should be underlain with a moisture retardant consisting of a
membrane such as 15 mil moisture retardant or equivalent. All laps within the membrane
should be sealed, and at least 2 inches of clean sand be placed over the membrane to
promote uniform curing of the concrete.
• Prior to placing concrete, the subgrade soils below all floor slabs should be pre-watered
to promote uniform curing of the concrete and minimize the development of shrinkage
cracks.
1�
,� Project No. 105992-10 Page 14 November 4, 2005
6.6 Low Expansion Potential/Frnansion In of 21 to SO)
' Onsite soils may exhibit a LOW expansion potential as classified in accordance with Table
18-I-B of the 1997 Uniform Building Code (UBC). The 1997 UBC specifies that slab on
foundations (floor slabs) resting on soils with expansion indices greater than 20 require ground
design considerations in accordance with 1997 UBC Section 1815. The design
special
res
outlined in 1997 UBC Section 1815 are based on the thickness and plasticity index each
'
different soil type existing within the upper 15 feet of the building site. For preliminary design
purposes, we have assumed an effective plasticity index of 15 in accordance with 1997 UBC
Section 1815.4.2.
6.61 Footings
• Exterior continuous footings may be founded at the minimum depths indicated in UBC Table 18-
I-C (i.e. 12-inch minimum depth for one-story and 18-inch minimum depth for two-story
construction). Interior continuous footings for both one- and two-story construction may be
founded at a minimum depth of 12 inches below the lowest adjacent grade. All continuous
footings should have a minimum width of 12 and 15 inches, for one-story and two-story
buildings, respectively, and should be reinforced with a minimum of two (2) No. 4 bars, one (1)
top and one (1)bottom.
' Exterior pad footings intended for the support of roof overhangs, such as second story decks,
patio covers and similar construction should be a minimum of 24 inches square and founded at a
minimum depth of 18 inches below the lowest adjacent final grade. The pad footings should be
reinforced with No. 4 bars spaced a maximum of 18 inches on center, both ways, near the
bottom-third of the footings.
6.6.2 Building Floor Slabs
• The project architect or structural engineer should evaluate minimum floor slab thickness and
' reinforcement in accordance with 1997 UBC Section 1815 based on an effective plasticity index
of 15. Unless a more stringent design is recommended by the architect or the structural engineer,
we recommend a minimum slab thickness of 4 inches for area floor slabs, and be reinforced with
' No. 3 bars spaced a maximum of 18 inches on center,both ways. All slab reinforcement should
be supported on concrete chairs or bricks to ensure the desired placement near mid-depth.
• Concrete floor slabs should be underlain with a moisture retardant consisting of a membrane
such as 15 mil moisture retardant or equivalent. All laps within the membrane should be sealed,
and at least 2 inches of clean sand be placed over the membrane to promote uniform curing of
' the concrete.
• Prior to placing concrete, the subgrade soils below all floor slabs should be pre-watered to
achieve a moisture content that is at least equal or slightly greater than optimum moisture
content. This moisture content should penetrate to a minimum depth of 12 inches into the
subgrade soils.
' Project No. 105992-10 Page 15 November 4, 2005
6.7 Post Tensioned Slab/Foundation Design Recommendations
In lieu of the proceeding recommendations for conventional footing and floor slabs,post tensioned slabs
may be utilized for the support of the proposed structure. We recommend that the foundation engineer
design the foundation system using the geotechnical parameters provided below in Table 1. These
parameters have been determined in general accordance with Chapter 18 Section 1816 of the Uniform
Building Code (UBC), 1997 edition. Alternate designs are allowed per 1997 UBC Section 1806.2 that
1 addresses the effects of expansive soils when present. In utilizing these parameters, the foundation
engineer should design the foundation system in accordance with the allowable deflection criteria of
applicable codes and the requirements of the structural engineer/architect.
Please note that the post tensioned design methodology reflected in UBC Chapter 18 is in part based on
the assumption that soil moisture changes around and beneath the post-tensioned slabs are influenced
only by climatological conditions. Soil moisture change below slabs is the major factor in foundation
damages relating to expansive soil. The UBC design methodology has no consideration for
l presaturation, owner irrigation, or other nonclimate related influences on the moisture content of
1 subgrade soils. In recognition of these factors, we have modified the geotechnical parameters obtained
from this methodology to account for reasonable irrigation practices and proper homeowner
maintenance. In addition, we recommend that prior to foundation construction, slab subgrades be
presoaked to 12 inches prior to trenching and maintained at above optimum moisture up to concrete
construction. We further recommend that the moisture content of the soil around the immediate
perimeter of the slab be maintained near optimum moisture content (or above) during construction and
up to occupancy.
The following geotechnical parameters provided in the table below assuming that if the areas adjacent to
the foundation are planted and irrigated, these areas will be designed with proper drainage so ponding,
which causes significant moisture change below the foundation, does not occur. Our recommendations
do not account for excessive irrigation and/or incorrect landscape design. Sunken planters placed
adjacent to the foundation, should either be designed with an efficient drainage system or liners to
prevent moisture infiltration below the foundation. Some lifting of the perimeter foundation beam
1 should be expected even with properly constructed planters. Based on the design parameters we have
provided, and our experience with monitoring similar sites on these types of soils, we anticipate that if
the soils become saturated below the perimeter of the foundations due to incorrect landscaping irrigation
or maintenance, then up to approximately 1/4-inch of uplift could occur at the perimeter of the foundation
relative to the central portion of the slab.
Ij Future owners should be informed and educated regarding the importance of maintaining a consistent
II level of soil moisture. The owners should be made aware of the potential negative consequences of both
1 excessive watering, as well as allowing expansive soils to become too dry. The soil will undergo
shrinkage as it dries up, followed by swelling during the rainy winter season, or when irrigation is
J resumed. This will result in distress to site improvements and structures.
1�
1�
Project No. 105 992-1 0 Page 16 November 4, 2005
1
TABLE 1:
Preliminary Geotechnical Parameters for Post Tensioned Foundation Slab Design
Expansion Index Very Low > Low
Percent that is Finer than 0.002 mm in the <20 percent(assumed) <20 percent(assumed)
Fraction Passing the No. 200 Sieve.
Clay Mineral Type Montmorillonitc(assumed) Montmorillonite(assumed)
Thorrithwtute Moisture Index -20 -20
Depth to Constant Soil Suction(estimated
as the depth to constant moisture;content 7 feet 7 feet
over time,but within UBC limits)
Constant Soil Suction P.F.3.6 P.F. 3.6
Moisture Velocity 0.7 inches/month 0.7 inches/month
Center Lift Edge moisture 5.5 feet 5.5 feet
variation distance,e. 1.5 inches 2.0 inches
Center lift,ym
Edge Lift Edge moisture 2.5 foot 3.0 feet
variation distance,a. 0.4 inches 0.8 inches
Edge lift Y.
Soluble Sulfate Content for Design of
Concrete Mixtures in Contact with Site Negligible Negligible
Soils in Acoordanca with 1997 UBC Table
19-A-4
Modulus of Subgrade Reaction,k
(assuming presaturation as indicated 200 lbs/in' 200 lbs/in'
below)
Minimum Perimeter Foundation 12 18
Embedment
Sand and Moisture Retardant Type I Type 1
Additional Recommendations:
1. Presoak to 12 inches prior to trenching,maintain at above optimum up to concrete construction.
Sand&Moisture Retardant
Type I
Install a 15-mil moisture retardant(or equivalent) covered by a minimum of 1-inch layer of sand. Note:The builder must ensure that the
moisture retardant has been lapped and sealed and not punctured as a result of being placed in direct contact with the native soils or by
other construction methods.
Type 2
Install a 15-mil moist=retardant(or equivalent)covered by a minimum of 1-inch layer of sand and 2 inches of sand below. Or install a
15-mil moisture retardant(or equivalent) in contact with the native soils and covered by a minimum of 2 inches of sand. Note:For both
options,the builder must ensure that the moisture retardant has been lapped and sealed and not punctured as a result of being placed in
direct contact with the native soils orb other construction methods.
* The above sand and moisture retardant recommendations we traditionally included with geotechnicai foundation
recommendations although they are generally not a major factor influencing the geotechnical performance of the foundation.
The sand and moisture retardant requirements are under the purview of the foundation engineer/corrosion engineer and the
builder to ensure that the concrete cures correctly, is protected from corrosive environments,and moisture penetration of the
floor is acceptable to the future owners. Therefore,the above recommendations may be mperceded by the requirements of
the previously mentioned parties.
Project No. 105 99 2-1 0 Page 17 November 4, 2005
1
8 Corrosivity to Concrete and Metal
The National Association of Corrosion Engineers (NACE) defines corrosion as "a deterioration of a
1 substance or its properties because of a reaction with its environment." From a geotechnical viewpoint,
the "environment" is the prevailing foundation soils and the "substances" are the reinforced concrete
foundations.
1 In general, soil environments that are detrimental to concrete have high concentrations of soluble
sulfates and/or pH values of less than 5.5. Table 19-A4 of the U.B.C., 1997, provides specific
guidelines for the concrete mix design when the soluble sulfate content of the soils exceeds 0.1 percent
by weight.
1 Based on testing performed within the project area, the onsite soils are classified as having a negligible
sulfate exposure condition in accordance with Table 19-A-4, of U.B.C., 1997. Therefore, in accordance
1 with Table 19-A-4 structural concrete in contact with earth materials should have cement of Type I or II.
This recommendation is based on limited samples of the subsurface soils. The initiation of grading at
1 the site could blend various soil types and import soils may be used locally. These changes made to the
foundation soils could alter sulfate content levels. Accordingly, it is recommended that additional
testing be performed at the completion of grading to verify sulfate contents and other chemical
1 properties.
Despite the minimum recommendation above, LGC is not a corrosion engineer, therefore, we
recommend that you consult with a competent corrosion engineer and conduct additional testing (if
1 required) to evaluate the actual corrosion potential of the site and provide recommendations to mitigate
the corrosion potential with respect to the proposed improvements. The recommendations of the
corrosion engineer may supersede the above requirements.
1 6.9 Structural Setbacks
1 Structural setbacks, in addition to those required per the UBC, are not required due to geologic or
geotechnical conditions within the site. Building setbacks from slopes, property lines, etc, should
conform to 1997 UBC requirements.
1 7.0 RETAl1VING WALLS
1
' 7.1 Active and At-Rest Earth Pressures
1
Att active earth pressure represented by an equivalent fluid having a density of 40 pounds per cubic foot
(pcf) should tentatively be used for design of cantilevered walls up to 10 feet high retaining a drained
level backfill. where the wall backfill slopes upward at 2:1 (h:v), the above value should be increased
to 52 pef. All retaining walls should be designed to resist any surcharge loads imposed by other nearby
1 walls or structures in addition to the above active earth pressures.
J
For design of retaining walls that are restrained at the top, an at-rest earth pressure equivalent to a evel
having a density of 53 pef should tentatively be used for walls up to 10 feet high supporting walls
backfill. This value should be increased to 78 pef for ascending 2:1 (h:v) backfill. All retaining
should be designed to resist any surcharge loads imposed by other nearby walls or structures in addition
to the above at-rest earth pressures.
Project Na. 105 992-1 0
Page 18 November 4, 2005
1
1
�
Drainage
r Weep holes or open vertical masonry joints should be provided in retaining walls to prevent entrapment
' of water in the backfill. Weep holes, if used, should be 3 inches in minimum diameter and provided at
minimum intervals of 6 feet along the wall. Open vertical masonry joints, if used, should be provided at
32-inch minimum intervals. A continuous gravel fill, 12 inches by 12 inches, should be placed behind
the weep holes or open masonry joints. The gravel should be wrapped in filter fabric to prevent
' infiltration of fines and subsequent clogging of the gravel. Filter fabric may consist of Mirafi 14ON or
equivalent.
' In lieu of weep holes or open joints, a perforated pipe and gravel subdrain may be used. Perforated pipe
should consist of 4-inch minimum diameter PVC Schedule 40 or ABS SDR-35, with the perforations
laid down. The pipe should be embedded in 1%cubic feet per foot of or 11/2-inch open graded gravel
' wrapped in filter fabric. Filter fabric may consist of Mira& 140N or equivalent.
The backfilled side of the retaining wall supporting backfill should be coated with an approved
' waterproofing compound to inhibit infiltration of moisture through the walls.
7.3 Temporary Excavations
tAll excavations should be made in accordance with OSHA requirements. LGC is not responsible for job
site safety.
' 7.4 Wall Backfill
Retaining-wall backfill materials should be approved by the soils engineer prior to placement. All
' retaining-wall backfill should be placed in 6- to 8-inch maximum lifts, watered or air dried as necessary
to achieve near optimum moisture conditions and compacted in place to a minimum.relative compaction
of 90 percent.
' 8.0 CONCRETE FLATWORIC
' 8.1 Thickness and Joint Spacine
J To reduce the potential of unsightly cracking, concrete sidewalks and patio type slabs should be at least
3'/ inches thick and provided with construction or expansion joints every 6 feet or less. Any concrete
driveway slabs should be at least 5 inches thick and provided with construction or expansion joints every
10 feet or less.
8.2 Suberade Preparation
As a further measure to minimize cracking of concrete flatwork, the subgrade soils underlying concrete
flatwork should first be compacted to a minimum relative compaction of 90 percent and then thoroughly
wetted to achieve a moisture content that is at least equal to or slightly greater than optimum moisture
content. This moisture should extend to a depth of 12 inches below subgrade and be maintained e
soils during the placement of concrete. Pre-watering of the soils will promote uniform curing
of the
concrete and minimize the development of shrinkage cracks. A representative of the project
geotechnical engineer should observe and verify the density and moisture content of the soils and the
' depth of moisture penetration prior to placing concrete.
Project No. 105992-10 Page 19 NTOvember 4, 2005
'1
1]
9 0 PRELMINARYASPHALTIC CONCRETE PAVEMENT DESIGN
1 A representative sample of soil was tested. The laboratory test results indicated an R-value of 11.
Assumed Traffic Indicies are presented in the table below. This table shows our minimum
recommended street sections. Further evaluation should be carried out once grading is complete, and
l R-values have been confirmed. The following asphaltic concrete pavement sections have been
computed in accordance with the State of California design procedures. These and alternative asphaltic
11 concrete pavement calculations are attached in Appendix E.
�-"a'� .�[ 1�,� Prelir+iaa"'�"t+A ihaltrc Conc'�'re'i�Paveireept4Dc+i`"'i '
1' Assumed Traffic Index 5.0 6.0 7.0
Desi R-value 11 11 11
AC Thickness 0.25 feet 0.25 feet 0.30 feet
1.. AB Thickness 0.80 feet 1.15 feet 1.35 feet
Notes: AC—Asphaltic Cancreta(fed)
AB—Aggregate Base(feet)
1�
Subgrade soil immediately below the aggregate base (base) should be compacted to a minimum of 95
percent relative compaction based on ASTM Test Method D1557 to a minimum depth of 12 inches.
1 Final subgrade compaction should be performed prior to placing base or asphaltic concrete and after all
utility trench backfills have been compacted and tested.
Base materials should consist of Class 2 aggregate base conforming to Section 26-1.02B of the State of
California Standard Specifications or crushed aggregate base conforming to Section 200-2 of the
jl Standard Specifications for Public Works Construction (Greenbook). Base materials should be
1` compacted to a minimum of 95 percent relative compaction based on ASTM Test Method D1557. The
base materials should be at or slightly below optimum moisture content when compacted. Asphaltic
concrete materials and construction should conform to Section 203 of the Greenbook.
1� 10.0 GRADING PLANREVIEWANDCONSTRUCTIONSERVICES
1 This report has been prepared for the exclusive use of the Southwest Riverside YMCA to assist the project
engineer and architect in the design of the proposed development. It is recommended that LGC be engaged to
review the final design drawings and specifications prior to construction. This is to verify that the
1 recommendations contained in this report have been properly interpreted and are incorporated into the project
specifications. If LGC is not accorded the opportunity to review these documents, we can take no
responsibility for misinterpretation of our recommendations.
1 We recommend that LGC be retained to provide geotechnical engineering services during construction of the
J excavation and foundation phases of the work. This is to observe compliance with the design, specifications or
recommendations and to allow design changes in the event that the subsurface conditions differ from those
1 � anticipated prior to the start of construction.
1J If the project plans change significantly (e.g., building loads or type of structures), we should be retained to
' review our original design recommendations and their applicability to the revised construction. If conditions
J are encountered during the construction operations that appear to be different than those indicated in this report,
this office should be notified immediately. Design and construction revisions may be required.
1
Project No. 105992-10 Page 20 November 4, 2005
i
i-�
11.0 INVESTIGATION LIMITATIONS
1 Ow serviceswere performed using the degree of care and skill ordinarily exercised, under similar
circumstances, by reputable soils engineers and geologists practicing in this or similar localities. No other
1 l warranty,expressed or implied, is made as to the conclusions and professional advice included in this report.
This report is basad on data obtained from limited observations of the site, which have been extrapolated to
characterize the site. While the scope of services performed is considered suitable to adequately characterize the
site geotechnical conditions relative to the proposed development, no practical investigation can completely
eliminate uncertainty regarding the anticipated geotechnical conditions in connection with a. subject site.
Variations may exist and conditions not observed or described in this report may be encountered during
1: construction.
This report is issued with the understanding that it is the responsibility of the owner, or of his/her representative,
1 to ensure that the information and recommendations contained herein are brought to the attention of the other
consultants and incorporated into the plans. The contractor should properly implement the recommendations
during construction and notify the owner if they consider any of the recommendations presented herein to be
unsafe,or unsuitable.
The findings of this report are valid as of the present date. However, changes in the conditions of a site can and
1 do occur with the passage of time, whether they be due to natural processes or the works of man on this or
adjacent properties. The findings, conclusions, and recommendations presented in this report can be relied upon
only if LGC has the opportunity to observe the subsurface conditions during grading and construction of the
project, in order to confirm that our preliminary findings are representative for the site. This report is intended
exclusively for use by the client, any use of or reliance on this report by a third party shall be at such party's
sole risk.
1 I In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or
the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by
changes outside our control. Therefore, this report is subject to review and modification.
1
l The opportunity to be of service is appreciated. Should you have any questions regarding the content of this
report, or should you require additional information, please do not hesitate to contact this office at your earliest
t convenience.
Respectfully submitted,
JLGCINLAND,INC. oE'NApWNEZ;Ifto QpFESSIQy4
�``4,jS9 E. K'�c .p�o�o COQ �p1t;HgFf�6�c+
P.
1'• ND k° C, � � Np, 692 Oo m
• Chad E. Welke, CEG 2378,PE 6371 9jF-oF aauwPP St hen M. Poole, GE 692
Associate Geologist/Engineer Vice President
1 Principal Engineer
AW/CW/SMP%ko
1 Project No. 105992-10 Page 21 November 4, 2005
1
z
cr
1�
1 1 APPENDIX A
!
References
1-� Blake, T.F., 2000, FRISKSP, Version 4.0, A Computer Program for the Probabilistic Estimation of Peak
Acceleration and uniform Hazard Spectra Using 3-D Faults as Earthquake Sources.
1 1998b, UBCSEIS, Version 1.30, A Computer Program for the Estimation of Uniform Building Code
Coefficients Using 3-D Fault Sources.
1 Campbell K.W. and Bozorgnia, Y., 1994 Near Source Attenuation of Peak Horizontal Acceleration from
Worldwide Accelerograms Recorder from 1957 to 1993; Proceedings of the fifth U.S. National
1 Conference on Earthquake Engineering, Vol III, Earthquake Engineering Institute,pp. 283-292.
California Division of Mines and Geology, 1976, Geologic Hazards in Southwestern San Bernardino County,
California, Special Report 113.
Campbell K.W., 1997, Empirical Near-Source Attenuation Relationships for Horizontal and Vertical
1 Components of Peak Ground Acceleration, Peak Ground Velocity and Pseudo Absolute Acceleration
Response Spectra, Seismological Research Letters, Vol. 68,No. 1, pp. 154-179.
1 DeLorme,2004, (www.delorme.com) Topa USA®.
International Conference of Building Officials, 1997, Uniform Building Code, Structural Engineering Design
Provisions.
1 1998, Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada,
Prepared by California Division of Mines and Geology.
Jenkins, Olaf P., 1978, Geologic Map of California, Santa Ana Sheet, Scale 1:250,000.
Morton, D.M., Hauser, Rachel M., and Ruppert,Kelly R., 2004, Preliminary Digital Geologic Map of the Santa
.� Ana 30'x 60' Quadrangle, Southern California, Version 1.0: U.S. Geological Survey Open-File Report
99-0172.
IJ
I:J
1�
IJ
1
1'J
1
Il
1 1 Aerial Photoaraph Interpretation Table
1 D"ATB _ TUGT NU119BER t F r8 SSC 9LF
1 6-20-74 958 I"= 1,600'
6-20-74 959 1"= 1.600,
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11
1
1
1:1
l
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IJ
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1
APPENDIX B
BORING LOGS
1 .1
Geotechnical Boring Log B- 'I
Date: 5120105 Project Name: YMCA Pae 1 of 2
!�
Project Number: 105922.10 Logged By:AW
Drilling Company:211 Type of Rig; CME-55
1 Drive Weight([be): 140 Drop(in): 30 Hole Dia(in): 8
Fop of Hole Elevation (ft): Hole Location: See Geotechnical Map
F] �=
a Z 'y a
v L° .� E 46
CL 3 E w S�N y
CD
o
M a
DESCRIPTION 'T
0 1± Afu Artrcial Fill, Undocumented: Max, El, R-
Bagt o-51 SC Clayey SAND;olive gray, moist, medium dense, fine to coarse sand value, Sulfate
s
js R1 123.5 10.6 interfingered with Silty SAND
i�
5 7
115.5 10.8
1 .
'=� 5
R3114.7 4.8 Slightly moist
1 - ---- -------- --- ----- --------- ___ ------------------------------------------ -----------
1p 5 CL Sandy CLAY; olive gray, moist, stiff, fine to coarse sand, mterfingered
1 s with Clayey SAND
to Ra 115.4 9.9
QYa Quaternary Young Alluvial Channel Deposift
' ) SM Silty SAND;dark yellowish brown,very moist, loose, moderate
1 ' porosity, interfingered with Sandy SILT
15 2
II 3
3 S1 19.5
CL Sandy CLAY;dark brown, moist,stiff, fine to medium sand, moderate
porosity
20 5
to
t2 R5 121.1 9.7
1:1
SC Clayey SAND; dark brown, moist, medium dense, moderate porosity
1 25 a
6
s S2 - 11.9
1f.II
.J 30
1
1-�
Geotechnical Boring Log B-1
1! I Date: 5120105 (Project Name:YMCA Page 2 of 2
Pro ect Number, 105922.10 Longed B :AW
1 Drillin Company: 2RT e of Ri : CME-55
Drive Weight(lbs): 140 JlDrop(in): 30 Hole Dia(in): 8
Top of Hole Elevation (ft): Hole Location: See Geotechnical Map
c �
`a a m
Z H ZR p y
v C G
h
CL
CL
CS ID
m n o 0 DESCRIPTION �
30 13 R6 124.1 5.3 CL Sandy CLAY; dark brown, moist, very stiff, fine to coarse sand,
1 24 interfingered with Clayey SAND
ML Sandy SILT; olive gray, moist, medium stiff, fine to medium sand
1•
35 2
3
1' e S 24.1
1 Qpfs Quaternary Pauba Formation:
40 14 SANDSTONE;gray, moist, hard,fine to coarse sand with silt
22
R7 107.1 5.5
1.�
1.1 45
20
1` 28 54 11.1
------ ------
i, Sand SILTS7pNE; olive ra ,wet, hard,fine to medium sand
28 R8 99.5 23.9
28
J
1' Total Depth=61%feet
No Groundwater
1 55
i
1
1� so
1
1-�
Geotechnical Boring Log B-2
11 Date:5120/05 (Project Name: YMCA Page 1 of 1
I Project Number: 105922.10 Logged By:AW
Drilling Company: 2R Tvpe of Riq: CME-55
l Drive Weight(Ibs): 140 JDrop(in): 30 Hole Dia(in): 8
i I op of Hole Elevation (ft): Hole Location: See Geotechnical Map
c
Co K 0
U g� o E
1{ o s co
CS is CO 0c
CD DESCRIPTION
0 Afu Artificial Fill, Undocumented;
1^] SC Clayey SAND; olive gray, moist, medium dense,fine to coarse sand,
interfingered with Silty SAND
6
e R1 121.8 6.4
Il
5 5
a
10 R2 108.3 15.4
3 qya Quaternary Young Alluvial Channel Deposlfs:
4
4 R3 116.6 11.8 SC Clayey SAND; medium brown, moist, loose, moderate porosity, fine
to coarse sand, inlerfingered with Silty SAND
10 4
R4 108.2 9.1
'1
1 15 4
5
I R5 114,2 8,2 Slightly moist
1 20 3
3
5 31 10.1 moist
1_l
I,J 25 s medium dense
20 R5 118.3 12.2
Total Depth=26'/2 feet
JNo Groundwater
li 30
i
1�
i
Irl
fLABO&'TORY TES77iVC
PWOCEDURES AND TESTRESULTS
ILI
1 -
11 APPE",ff C
Laboratory Testing Procedures and Test Results
1 The laboratory testing program was directed towards providing quantitative data relating to the relevant
engineering properties of the soils. Samples considered representative of site conditions were tested in general
1 I accordance with American Society for Testing and Materials (ASTM) procedure and/or California Test Methods
(CIM, where applicable. The following summary is a brief outline of the test type and a table summarizing the
test results.
1 Soil Classirwation: Soils were classified in general accordance with ASTM Test Methods D2487 and D2488.
This system utilizes the Atterberg limits and grain size distribution of a soil. The soil classifications (or group
Il symbol) are shown on the laboratory test data,boring logs, and trench logs.
Expansion Index: The expansion potential of selected samples were evaluated by the Expansion Index Test
1 ASTM D4829. Specimens are molded under a given compactive energy to approximately the optimum moisture
content and approximately 50 percent saturation or approximately 90 percent relative compaction. The prepared
1-inch thick by 4-inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with
tap water until volumetric equilibrium is reached. The results of these tests are presented in the table below:
1-
SLE'�q,e yS'4MPlL�(1 COMAACTEDDRY" EXP'47V$701V EXPr3NSl0
1 COC9210 � D SCIQIRB Njr+ �,'. DENSITY(P INIJEay AO?ENTI.ILF
] I B-1 C 0-5' Clayey Sand 114.7 10 Very Low
" Per Table 18-1-B of 1997 UBC.
Moisture and Density Determination Tests: Moisture content (ASTM D2216) and dry density determinations
1 (ASTM D2937) were performed on relatively undisturbed samples obtained from the test borings and/or trenches.
1 The results of these tests are presented in the boring and/or trench logs. Where applicable, only moisture content
1 Jl was determined from undisturbed or disturbed samples.
J Maximum Density Tests: The maximum dry density and optimum moisture content of typical materials were
I.f ASTM D1557. The results of these tests are presented in the table below:
determined m accordance with
1 Si1MPL'xE trs SAtiIPtb Y1fiJL7 Z7M'DRP'� `O1n77M`U'46is'?7Jf6�
MANY'
t1 CyRIPfION CONTENT
. f4 NS 1fYd(Pcfl _ P V. +
B-1 Q 0-5' Olive Gray Clayey Sand 133.5 8.5
1 �
1�
i
1�
1
1�
1 R-value: The resistance R-value was determined by the ASTM D2844 soils. The sample(s) were prepared and
exudation pressure and R-value were determined. TheseThis result(s)were used for asphaltic concrete pavement
design purposes.
1 } 3�3iY1PL�ELOCri1�7�10�� WWO—Fs I EMMIM!YfJZUE�..t,�"
i feet Clayey SAND 1 11
1 Soluble Sulfates: The soluble sulfate contents of selected sample(s) were determined by standard geochemical
methods(CTM 417). The soluble sulfate content is used to determine the appropriate cement type and maximum
water-cement ratios. The test results are presented in the table below
Su
�Ir
SA11� ur
f+1a Ef ' SAMP3L'Es `'' �` G E vs SUIFATE,a.: t
l ��OCATYUN�, ? �DESL7tIPTlON -� �:� 1�aSURE �
13-1 @ 0-5 feet Clayey SAND 0 Negligible
' Based on the 1997 edition of the Uniform Building Code(U.B. C.),Table No. 19-A4,prepared by the International
Conference of Building Officials(ICBG, 1997).
1.�
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11 CALIFORM A FAULT
YMCA
1100
�l
1 1°oc
900
1
800
1-'
7DO
1 6w
17 500 --
400 --
300 ---
200
0a4W300°°
loo --
o --
-100
oo-100
1 400 -300 -200 -100 0 100 200 300 400 500 600
IJ
1:1
i
1 �
I,l TEST.OUT
# #
* U 8 C S E I S
1 1 ° version 1.03
# n
COMPUTATION OF 1997
UNIFORM BUILDING CODE
SEISMIC DESIGN PARAMETERS
1� JOB NUMBER; 105922-10 DATE: 10-24-2005
JOB NAME: YMCA
1.� FAULT-DATA-FILE NAME: CDMGUBCR.DAT
SITE COORDINATES:
1 SITE LATITUDE: 33.5113
SITE LONGITUDE: 117.1428
1 � UBC SEISMIC ZONE: 0.4
UBC SOIL PROFILE TYPE: SO
NEAREST TYPE A FAULT:
NAME: ELSINORE-JULIAN
DISTANCE: 19.2 km
NEAREST TYPE B FAULT:
NAME: ELSINORE-TEMECULA
1 DISTANCE: 0.8 km
� i NEAREST TYPE C FAULT:
1 I NAME:
DISTANCE: 99999.0 km
1p SELECTED UBC SEISMIC COEFFICIENTS:
Na: 1.3
Nv: 1.6
Ca: 0.57
Cv: 1.02
TS: 0.716
To: 0.143
Jf * CAUTION: The digitized data points used to model faults are
1 * limited in number and have been digitized from small-
scale maps (e.g. , 1:750,000 scale) . consequently,
* the estimated fault-site-distances may be in error by TM
* several kilometers. Therefore, it is important that
* the distances be carefully checked for accuracy and
1� * adjusted as needed, before they are used in design.
#ttt4#4t*#+trttt+tr#*##**ttt$trRt#h+tr#trnnnntr#4tr#+######n#+nnn#t +nnnnnri
Page 1
1
1
1�
1, 1 TEST.OUT
1 1 SUMMARY-OF-FAULT-PARAMETERS
1
I APPROX. 15OURCE I MAX. I SLIP I FAULT
ABBREVIATED DISTANCEI TYPE { MAG. I RATE I TYPE
FAULT NAME (km) ICA,B,C) 1 (MW) I (mm/yr) I (SS,DS,BT)
ELSINORE-TEMECULA 1 2.5 1 B 1 6.8 1 5.00 1 SS
ELSINORE-JULIAN 1 19.2 1 A { 7.1 I 5.00 I SS
ELSINORE-GLEN IVY 1 24.0 I B I 6.8 1 5.00 SS
SAN JACINTO-SAN JACINTO VALLEY ( 32.9 I B { 6.9 1 12.00 SS
SAN JACINTO-ANZA 32.9 I A 1 7.2 1 12.00 SS
NEWPORT-INGLEWOOD (Offshore) 45.8 I B 6.9 I 1. 50 I SS
ROSE CANYON 49.8 I B 6.9 { 1. 50 1 SS
CHINO-CENTRAL AVE. (Elsinore) 52.8 1 B 1 6.7 I 1.00 1 DS
SAN JACINTO-SAN BERNARDINO 56.9 { B 1 6.7 (1' 12.00 SS SAN JACINTO-COYOTE CREEK 59.2 B 6.8 1 4.00 ( 55
ELSINORE-WHITTIER I 59.6 B 6.8 2.50 1 55
7 SAN ANDREAS - Southern + 60.8 A 7.4 24.00 SS
I ! EARTHQUAKE VALLEY I 63.6 B 6.5 2.00 SS
.i PINTO MOUNTAIN { 72.2 1 B 1 7.0 2.50 I SS
NEWPORT-INGLEWOOD (L.A.Basin) _ 73.1 B 6.9 I 1.00 1 SS
CORONADO BANK 73.2 I B 7.4 3.00 I SS
' PALOS VERDES I 77.9 1 B 7.1 3.00 I SS
CUCAMONGA 1 79.5 I A I 7.0 5.00 I DS
NORTH FRONTAL FAULT ZONE (West) 1 82.5 I B I 7.0 1.00 I DS
SAN JOSE I 83.9 1 s 1 6.5 1 0. 50 1 DS
CLEGHORN i 85.5 B 6.5 3.00 I S5
BURNT MTN. 1 85.9 B 6.5 0.60 I SS
NORTH FRONTAL FAULT ZONE (East) I 87.5 B 6.7 0.50 1 DS
SIERRA MADRE (Central) I 87.7 I B 7.0 3.00 1 DS
EUREKA PEAK I 90.4 I B 6.5 0.60 SS
ELSINORE-COYOTE MOUNTAIN { 94.5 1 B 6.8 4.00 55
SAN JACINTO - BORREGO 94.5 I B 6.6 4.00 SS
SAN ANDREAS - 1857 Rupture 95.8 1 A 7.8 I 34.00 I 55
LANDERS 98.9 1 B 7.3 I 0.60 1 S5
HELENDALE - S. LOCKHARDT 98.9 1 e 7.1 1 0.60 I SS
CLAMSHELL-SAWPIT 1 104.0 1 B 1 6.5 0.50 1 DS
LENWOOD-LOCKHART-OLD WOMAN SPRGS 104.8 I B 1 7.30.60 SS
RAYMOND 108.2 1 8 I 6.5 0. 50 DS
JOHNSON VALLEY (Northern) 110.5 I B I 6.7 0.60 5S
EMERSON So. - COPPER MTN. 1 113.5 I B { 6.9 0.60 1 SS
VERDUGO 116.3 I B 6.7 0.50 DS
HOLLYWOOD 121.4 I B I 6.5 1 1.00 I DS
I � CALICO - HIDALGO J 124.6 I B { 7.1 I 0.60 I SS
PISGAH-BULLION MTN.-MESQUITE LK 1 125.6 1 B 7.1 1 0.60 1 SS
_ SUPERSTITION MTN. (San Jacinto) { 127.0 I B I 6.6 I 5.00 I SS
ELMORE RANCH 1 130.9 I B 6.6 I 1.00 1 SS
J SUPERSTITION HILLS (San Jacinto) 1 133.1 B 6.6 1 4.00 1 SS
SANTA MONICA 1 133.4 1 B 1 6.6 I 1.00 I DS
BRAWLEY SEISMIC ZONE 1 134.4 B 6.5 I 25.00 1 SS
SIERRA MADRE (San Fernando) I 136.6 B 6.7 1 2.00 I DS
SAN GABRIEL I 138.4 B I 7.0 I 1.00 I SS
IJ
Page 2
1
1
1-�
1 TEST.OUT
---------------------------
SUMMARY OF FAULT PARAMETERS
---------------------------
------------------------------------------------------------------------------
I APPROX. ISOURCE I MAX. SLIP I FAULT
1 ABBREVIATED IDISTANCEI TYPE MAG. RATE I TYPE
FAULT NAME (km) I (A,B,C) 1 (Mw) (mm/yr) I (SS,DS,BT)
MALIBU COAST 141.2 I B I 6.7 1 0.30 1 DS
' ELSINORE-LAGUNA SALADA 146.0 I B 1 7.0 I 1 3. 50 SS GRAVEL HILLS - HARPER LAKE 152.8 I B 6.9 1 0.60 SS
ANACAPA-DOME 153.2 1 B 7.3 1 3.00 DS
SANTA SUSANA 154.6 8 6.6 1 5.00 I DS
1 1 IMPERIAL I 160.2 I A I 7.0 I 20.00 I SS
HOLSER 1 163.5 I B 1 6.5 1 0.40 I DS
BLACKWATER 1 168.6 1 B I 6.9 I 0.60 SS
OAK RIDGE (onshore) I 174.6 I B 1 6.9 I 4.00 DS
SIMI-SANTA ROSA 1 176.2 I B I 6.7 I 1.00 I DS
�- SAN CAYETANO 1 182.0 I B 6.8 1 6.00 I DS
SANTA YNEZ (East) 1 201.1 I B I 7.0 2.00 Ss
GARLOCK (West) 206.2 i A 1 7.1 6.00 1 55
VENTURA - PITAS POINT I 207.2 1 8 1 6.8 1 1.00 I DS
1-� GARLOCK (East) 1 213.4 A I 7.3 7.00 SS
M.RIDGE-ARROYO PARIDA-SANTA ANA 1 215.7 B 6.7 0.40 I DS
PLEITO THRUST 218.0 1 B 6.8 2.00 { D5
RED MOUNTAIN 1 221.5 I B I 6.8 I 2.00 I DS
1.� BIG PINE 1 226.0 I B 1 6.7 1 0.80 1 SS
SANTA CRUZ ISLAND 226.3 I 8 1 6.8 1 1.00 1 DS
WHITE WOLF I 232.9 I B 1 7.2 1 2.00 1 DS
OWL LAKE I 234.3 I B I 6. 5 2.00 I 55
I� PANAMINT VALLEY 234.6 1 B 1 7.2 I 2.50 I SS
SO. SIERRA NEVADA 236.3 B 1 7.1 1 0.10 I DS
TANK CANYON 237.1 I B 1 6.5 1 1.00 1 DS
LITTLE LAKE 1 238.1 I B I 6.7 1 0.70 I SS
DEATH VALLEY (South) 1 242.1 B I 6.9 4.00 I SS
1 SANTA YNEZ (West) 1 255.1 1 B ! 6.9 2.00 I SS
SANTA ROSA ISLAND G 262.5 1 B 1 6.9 1.00 1 OS
DEATH VALLEY (Graben) 284.6 I B I 6.9 4.00 1 DS
LOS ALAMOS-W. BASELINE 298.1 1 B 1 6.8 070 OS
OWENS VALLEY 308.0 B 1 7.6 I 1.. 50 I SS
LIONS HEAD I 315.6 8 6.6 I 0.02 1 Ds
SAN JUAN I 318.4 8 7.0 I 1.00 I SS
s SAN LUIS RANGE (S. Margin) I 323.1 B 7.0 I 0.20 DS
HUNTER MTN. - SALINE VALLEY 1 330.9 B 1 7.0 2.50 I SS
CASMALIA (OrCUtt Frontal Fault) I 332.8 B 6.5 0.25 I DS
I DEATH VALLEY (Northern) I 338.4 I A 7.2 f 5.00 1 55
I INDEPENDENCE I 344.0 I B I 6.9 I 0.20 DS
LOS OSOS f 352.4 B 6.8 0.50 I DS
HOSGRI 1 361.7 B 1 7.3 1 2.50 I 55
RINCONADA 370.5 1 B 1 7.3I 1.00 SS
BIRCH CREEK 400.8 1 B 1 6.5 1 0.70 I DS
WHITE MOUNTAINS 404.5 1 B 1 7.1 1 1.00 1 ss
1 SAN ANDREAS (Creeping) 420.8 1 B 1 5.0 1 34.00 1 ss
DEEP SPRINGS I 422.2 I B 1 6.6 I 0.80 I DS
---------------------------
J Page 3
� 1
11
1]
IlTEST.OUT
SUMMARY OF FAULT PARAMETERS
---------------------------
1� ------------------------------------------------------------------------------
I APPROX. ISOURCE I MAX. I SLIP FAULT
111I ABBREVIATED DISTANCEI TYPE I MAG. I RATE I TYPE
.1 ----------FAULT--NAME ----- (km) I (A,B,C) I (Mw) I (mm/yr) ICSS,DS,BT)
DEATH VALLEY (N. of Cucamongo) I 425.5 A 7.0 1 5.00 1 55
ROUND VALLEY (E. of S.N.Mtns.) { 436.9 { B 6.8 1.00 1 DS
1 FISH SLOUGH ( 443:5 f B 6,6 0.20 I DS
11 HILTON CREEK I 463.2 B 6.7 2.50 I DS
HARTLEY SPRINGS 1 488.2 1 e 1 6.6 1 0.50 DS
l ORTIGALITA 502.1 I B I 6.9 1.00 I 55
1,1 CALAVERAS (So.of calaveras Res) 509.8 l B I 6.2 15.00 I ss
J MONTEREY BAY - TULARCITOS 5158 B 7.1 0.50 DS
PALO COLORADO - SUR 1 519..0 8 7.0 3.00 I SS
QUIEN SABE I 522.4 B I 6. 5 1.00 I SS
MONO LAKE 524.4 B 6.6 I 2.50 I DS
1. ZAYANTE-VERGELES 541.9 8 6.8 1 0.10 1 Ss
SARGENT I 546.7 I B 6.8 I 3.00 SS
SAN ANDREAS (1906) 1 547.1 I A I 7.9 I 24.00 SS
ROBINSON CREEK 1 555.9 I 8 1 6.5 0.50 DS
1. SAN GREGORIO 590.9 A 1 7.3 1 5.00 1 SS
GREENVILLE I 593.8 B 6.9 I 2.00 1 55
HAYWARD (SE Extension) 1 595.8 8 6.5 I 3.00 I ss
ANTELOPE VALLEY I 596.5 B 1 6.7 1 0.80 I DS
MONTE VISTA - SHANNON I 596.8 B I 6.5 1 0.40 I DS
1 HAYWARD (Total Length) 1 615.1 I A I 7.1 1 9.00 1 Ss
CALAVERAS (No.of Calaveras Res) I 615.1 1 B 1 6.8 I 6.00 1 55
l GENOA I 622.6 I e 1 6.9 1 1.00 I DS
1 CONCORD - GREEN VALLEY 661.5 B 1 6.9 I 6.00 I s5
RODGERS CREEK 1 700.8 A I 7.0 I 9.00 I 55
WEST NAPA 1 701.0 B 6.5 1.00 I SS
POINT REYES 1 722.0 B 1 6.8 0.30 1 DS
HUNTING CREEK - BERRYESSA 1 722.2 B 1 6.9 6.00 1 SS
MAACAMA (south) 762.8 1 B 6.9 9.00 1 55
COLLAYOMI I 779.0 I B I 6.5 0.60 1 ss
l BARTLETT SPRINGS I 781.4 A 1 7.1 6.00 I SS
J MAACAMA (Central) i 804.4 A 1 7.1 9.00 SS
MAACAMA (North) I 863.2 A I 7.1 1 9.00 I SS
ROUND VALLEY (N. S.F.Bay) 868.0 B 1 6.8 1 6.00 1 ss
j BATTLE CREEK I 885.9 B 6.5 1 0.50 I DS
LAKE MOUNTAIN 1 926.4 B 6.7 1 6.00 1 ss
GARBERVILLE-BRICELAND 1 944.2 8 6.9 19.00 I SS
MENDOCINO FAULT ZONE 1 1001.3 A I 7.4 35.00 DS
LITTLE SALMON (Onshore) 1 1006.4 A I 7.0 5.00 DS
MAD RIVER 1 1008,2 1 B 1 7.1 1 0.70 DS
CASCADIA SUBDUCTION ZONE 1 1015.7 A 1 8.3 I 35.00 1 DS
1 MCKINLEYVILLE 1018.8 B 1 7.0 I 0.60 I DS
TRINIDAD ( 1020.1 1 B 1 7.3 1 2.50 I DS
FICKLE HILL 1021.0 B 1 6.9 1 0.60 I DS
TABLE BLUFF 1 1027.1 B 7.0 1 0.60 OS
I.J LITTLE SALMON (Offshore) 1 1040.3 B I 7.1 1 1.00 DS
1�
---------------------------
Page 4
1(l
1
11
1� TEST.OUT
SUMMARY OF FAULT PARAMETERS
---------------------------
1� ------------------------------------------------------------------------------
I APPROX. ISOURCE I MAX. I SLIP FAULT
1 ABBREVIATED DISTANCE1 TYPE I MAG. I RATE I TYPE
_---FAULT -NAME_-_ ----- I (km) (A,B,C) I CMw) I (mm/yr) I (SS,DS,BT)
1 -
BIG LAGOON - BALD MTN.FLT.ZONE 11056.7 B I 7.3 0.50 I DS
+rv+rvrvnn+wnn+n+++rt++++rtrvrtrtrtrvtrvrvrv+rvrvrvrv+++rv+++rtrv+rt+ry++++rt+++w++++++++++++ry+ry+rt+++ry
11
1.1
1�
1�
I
1.1
t�
Ij
1I
IJ
1 Page S
1
1
DESIGN RESPONSE SPECTRUM
Seismic Zone: 0.4 Soil Profile: SD
2.50 --
2.25 ---
2.00
.502.25 --
2.00 -
rn =
1 .75 -_
o =
1 .50 ---
1 .25 -_
v -
1 .00
76
0.75
n. 0.50 -_
0.25 -_
0.00 - -w-�
0.0 0.5 1 .0 1 .5 2.0 2.5 3.0 3.5 4.0 4.5 5.0
Period Seconds
-RETURN_ PERIOD vs . ACCELERATION
CAAV. & BOZ. (1997 Rev.) SR 1
10000
1000
L
{.tom
E
L
0� 100 -
0.00 0.25 0.50 0.75 1 .00 1 .25 1 .50
Acceleration M
1�
11
PROBABILITY OF EXCEEDANCE
1! CAMP. & BOZ. (1997 Rev.) SR 1
0
11 25 yrs 50 yrs
1 100 75 yrs 100 rs
i
1 90
�l
1 .-. sa
1 . .� 70
1-
1
60 -
2 50
CL
8 40 --
30 --
20
03020
1 w 10
.l
0.00 0.25 0.50 0.75 1 .00 1 .25 1 .50
Acceleration (q)
i�
1�
i
RETURN PERIOD vs. ACCELERATION
SADIO-H ET AL. (1997) DEET' SOIL I
10000
L
1000
dr0
a)
n
100
0.00 0.25 0.50 0.75 1 .00 1 .25 1 .50
Acceleration (q)
1�]
PROBABILITY OF EXCEEDANCE
Id
SADIGH ET AL. (1997) DEEP SOIL I
D o
I1 25 }yrs 50 yrs
OFV I
Id 100 75 yrs 100 rs
90
1°
80
70
i:.
60
1
r] ° 50
d
40
1`. CCU30
a�
C.) 20
l W
10 '
0.00 0.25 0.50 0.75 1 .00 1 .25 1 .50
1 Acceleration (M
1
1
1
RETURN PERIOD vs . ACCELERATION
ABFAH MSON & SILVA ( 1997) SOL 1
10000
CD
>% 1000
0
100
0.00 0.25 0.50 0.75 1 .00 1 .25 1 .50
Acceleration (q)
PROBABILITY OF EXCEEDANCE
1I
ABRAHAMSON & SILVA (1997) SOIL, I
0
25 yrs 50 yrs
0 F-V7
1 � 100 75 yrs 100 rs
i' 90
1
80
O
i T 70
1. w
60
Co
1 � 0 50
40
c
a 30
1; x 20
_1 w 10
® I I I I till -Lill I I I I
0.00 0.25 0.50 0.75 1 .00 . 1 .25 1 .50
Acceleration (q)
1
1
1�
R
1a '
I1
1_a
l a� APPENDIX F
ASPHALTIC CCNCRETF. PAVEMENT CALCULATIONS
1
1,1
1
1�
1
1 .
1
LIQUEFACTION EVALUATION
t9abed on Pracaedlltg aIIA!NCEER Ww9s;8sp oa Evaaafbn O/UO1Nfacdan Rsafannce afSada,Twhnkal Rapan NCEER474=,DeambW]7,1997
and EvMmfbn of Sof lemerds it Sana due lO Earthquake ShakM.Tokimateu and Seed,1987
Sekmlc Event Prodk CommM DaWN io GW Pralect Nam¢ YMCA
Mea.Mwnent Magnbude 8.8 Totai UNI Wegnst phr) 125 Dudna lnvest4abon/8) 55 Project Number 10 5 9 2 2-10
Design Ground Wdan 0.73 Unit Weght Of Water(IbW 62.4 Wing Design Everd(9) 5 &Wv B-1
Detaminadon cif CyslJs Reslsknoe Ratb
Sannolim Dam I Dunn Mesq atlpn Sampling Correction Fa 5
Blow CgmdI Total Stress Pore Pressure EffC Sampler SPT OvaNurdai Energy BOrehc4e Rod length Swpler Type Fines
D (a]Oapm tml SPT Rir,ga Slrws(paf) Pressure(qt) Streu jest! Olamet¢r Nm Ca Cr Ce Ca Cs (N6 Convent INrhn. K, CRR.s
1.2 11 500 0 500.0 0.750 23.250 2000 1.50 1.00 075 1.00 52.3 301 1113.1 1.00 SPT>30 NL
2.1 _30 875 0 875.0 0750 15.000 1566 1.50 1.00 075 19 51 3f.?. Ya 1.W SPT>30 NL
-- 29 _ i. 1188 0 11875 0750 14.260 1326 1.50 1.00 075 100 213 30.0 291 loo 0.39
37 _ q 1500 0 1500,0 0.750 14250 1.180 1.50 1.011 0.85 IM 21.4 vU 30.7 1.00 SPT>W NL
18 5.5 2250 0 2230,0 1.000 6,000 0963 159 1 0.95 120 9.9 16.1 0.95 0.17
n 7.0 z2 2875 0 2875.0 0.750 16500 0.852 1.50 1.00 095 1.00 20.0 60;! 29A 1.94 Q.35
8.5 }E 3500 0 3500.0 1,000 15.000 0772 1.50 1.00 0.95 1.20 19.8 301) 27A 0.90 030
101 4125 0 4125.0 0.750 27.750 0.711 1.5D IAD 1.00 1.00 29.6 600 40.5 0.87 SPT>30 NL
29 11.8 _ 4875 0 4575.0 1.000 8.000 0,654 1.50 1.00 100 1.20 11 6w0 16.3 0.83 0.15
12.6 6250 0 5250.0 0.750 40500 0,631 1.50 1.00 100 1.00 383 100 400 082 SPT>30 NL
14.8 .v: 6000 0 6000.0 1.000 48.000 0.590 1.50 i.DO 100 1.20 510 100 529 0.79 SPT>30 NL
Sib 157 4d 6438 0 6037.5 0750 38000 0.570 1.50 ==I Do
1.00 1.00 30.8 E0.0 41.9 0.77 SEPT 40 NL
Demninswlion OfC wStress Rui
Sawrolim Dale Desion Evert
Bloe Court TO1sl StnOss Pore Pressure EdeCllve
Dai(R) Depih Im) SPT Rings Slrws(psf) Pnlssure(pt) Stress f) CSR MSF FS Nt f
4 1.22 31 500 0 500 0.993 0.471 1.2&5 Above GWTNOILI uafaUa 85.1
7 2.13 20 875 124.8 730.2 0,986 0546 1285 Corr.SPT>30 MA
9.5 2.90 19 11875 280.8 906.7 098D 0.609 1.285 0.81 292
12 3.66 19 15W 436.8 10632 0975 0,653 14285 Flne Graf NCI -NotU able 307
18 5.49 6 2250 8112 1438.8 0.962 0.714 1.285 0..31. 16A
7.01 22 2875 - lt232 1751.9 0.948 0739 1.!85 Fn,GnI,&Cl -Nt Uqsefiabk "A
8 8.53 15 3500 14352 20648 0.930 0.748 1.285 OSI V-6
w lobs 37 4125 1747.2 2377A 0.904 0.744 1285 Flne Gml NCI -N.t UgMmbla 40.5
39 1189 8 4875 21!1.8 2753.4 I 0860 0.722 1.285 Fin.GnaI WCk -Nm Li ask 163
42 12M 54 52508.8 29412 1 O.M 0.705 1.285 Carr.SPT-39 40.0
48 1483 48 80001 268 2303.2 3316.9 1 O.7✓•3 I 0.6641285 Cm.SPT>W 529
51.5 15.70 48 8437.6 2901.6 3535.9 O.T39 0b37 1,285 Flne Gmined/Ck -WU UMVO 41.9
Assumptws
4.5 Inds laameler bmrg(bsWe Of holow stem mW)
3 Rod Sitak w ebwe badng In feN
no Iver in SPF(CS=1.20 for SPTI
11 SETTLEMENT EVALUATION IN SATURATED SANDS
11 r
Project Name: YMCA
Project No.: 105922-10
Boring No.: 8.1
1. 1 Le Thickness LayerTNgvress Vd�arieMc Strain% Settlement Per Liquefied Send Ls
Layer q Layer(inches)
lfftl i(Inches) IN1160 CSR
II 4 48.0 1 65 1 0.47 0.00 . '-x'000
1^� I 3 36.0 1 35 1 0.55 0.00 --=0.00
2.5 I 30.0 1 29 1 0.61 1 0.90 3F =CL27
II 2.5 I 30.0 I 31 1 0.65 0.00 = ,s FtnmGmincYd
6 72.0 18 0.71 I 1.90 ,3T +*^�*" -
5 I 60.0 29 0.74Gtainooz-�-
I 5 60.0 I 28 1 0.75 1.00
5 60.0 41 0.74 0.00 --� ,....;irwSit'sh!i0 -
1 6 72.0 16 1 0.72 1 1.80
.. f 3 36.0 40 0.71 0.02
-6
-'- - 72.0 I_...s3- 0.66 0.0 0 �-" 000 .
i 3.5 42.0 1 42 1 0.64 1 0.00 -:Filo Grano03s�-=^
Tdial Saiiiemf`ni(incnos) F e .+�'Vic..
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�� Reference: Tokumatsu&Seed(1987)
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1
LIODEFACTION EVALUATION
Bead m Prouetling offfta NCEER WwkshW on Evafusaon afll0uefec Wn ReshHnca Of Sas,Teehnical Report NCEER-974922,0ecembw 31,1997
and Evahration of SeNenrents In Sand Jure b Earthquake Shaung,Toeunatsu and Sped,1987
Seismic Ead praise Cansmms Depth ill GWT Project Name W4CA
Mea.Manard M,oftude 6.8 Total this Weght(Iblft) 125 Owing lnvw99atlon(R) 55 Project Number 105922-10
Design Ground Moron 073 Dns Weight of Water Ph.*' 624 During Design Event(ft) 5 Boring Boa
Deurrahe celo(CvOcResswanc,lRadc,
sanoolino Gala DAM frIvestiqallon Sernpling Correction Factor,
Blow Casa Taal Stress Pore Pr. .. Effective Sampler SPT Overburden Energy BareMle Rad I-eno Sampler Type Fines
DepUn(R)Depth(m) SPT Ring, Shrass(psf) Pressure ps Stress sf)Oimrteta N, Ce. Cs G Ce Cs (7J,1m Content (N,). K CRR,.
1.2 _ _ lJ 1500 0 500.0 0.750 22.500 2,000 1.50 1A0 0.75 1.00 50.6 340 63.1 100 SFT>30 NL
2.1 17 875 0 875.0 0J50 22.500 1.545 1.50 100 075 i.00 39.1 3tlo49.8 1.00 SPT-30 NL
=9� 2.9 Y 1188 0 1187.5 0. 22.500 1.326 1.50 1.00 0.75 t.00 33.8 302 _ 4315 100 SPT>307L
'1 3.7 30 1500 0 1500.0 0-750 22.500 1.180 150 1.00 0.85 1.00 33.8 _609 45.0 1.00 SPF>30 NL
:& 5. 22
5 j 50 0 22500 0.750 22.500 0.963 1.50 1.00 0.95 1.00 33.9 3C. PT
0 40.4 0.98 S >30 NL
3- 7.0 ' S 2875 0 2875.0 0 16.500 0.852 1501+00 0.95 1.00A 806 29. 0094 035
8.5 •1''1.M 3500 0 3600. 1.00760 0 15.000 0772 150 1.00 0.0 1.20 198 300 T. 0.90 0.30
10.1 _�ytii? 4125 0 41 5.0 0.750 27.750 0711 150 100 1.00 1.W 29A 60.0 40-8 087 SPY>30 NL
.19 119 F, _ 4875 0 48750 1.000 8.000 0.854 1.50 1.00 1.00 1.20 9.4 60.0 18.3 0.83 0.15
0 5250$ 0.750 40.500 0.831 1,50 100 1.00 1.00 38.3 100 4gA 0B2 SPT>30 NL
14b 19 8000 0 6000.0 1.000 48000 0.590 1.50 1.00 1.00 1.20 51.0 10.4 62.9 0.79 SPT>30 NL
SL$' 15.7 c3 6438 0 64375 0.750 36.000 0.570 1.50 100 100 1.00 30.8 500 41.9 1 0.77 SFT>30 NL
Ociturrimilcen of Cycle;Wave;Flesh
semolina Date DratM Desi nEvent
Blav,Count Total Stress Pae Prea,gre EgeWve
Depth(R) Depth(m) SPT RF Shessl Prcssure(pef) S6 s(psfl rd CSP MSF FS (NI)8k.
4 132 30 500 0 600 0.993 0.471 1.285 Above DWT Not Liquefiable 83.1
7 213 30 875 124A 7502 0.968 0.546 1.285 Con.SPT-30 49A
9.5 2.90 30 11875 280.8 9067 0.980 DAM 1.285 Coo.SPT>30 438
12 3.86 30 15CO 436.8 1063. 0.975 0.653 1.285 Fine Grained/pa -Not D table 45.6
18 5.49 30 2250 8112 14384 0.962 0.714 1.285 Coo.SFT-30 40A
23 7.Fl- 22 2875 1123. 1751A 0.948 0.739 1285 Fire,GralnWiCla -NotU fiable "A
28 6 IS 1435.2 B 0.930 0.748 1.285 0! 2TA
1006 37 4125 1747.2 237TB 0906 0744 1285 Fine Goon"Cl. -Not L' ue8eble MB
39 11.89 8 _14475 2121.8 27634 O.BBO 0.722 1285 Fine Gminedlge -Nol ble 18.3
42 12.80 54 1 52W 2308& 29412 0.933 0.705 1285 Coo.SPT130 40.0
48 1x.63 40 6000 2683.2 3316.8 0.773 0.884 1.295 Cm.SPT>90 1 67.0
51.5 15.70 48 6437.5 2801.8 3535.9 0.738 0.637 1.285 Fine Grane VGIa -Nott uefiablc 41.8
Anumpsons
45 imh diameter boring amide of hollm stem auger)
3 Rad Sitck up above baring in feet
no finer in SPT JCI20 for SP1)
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1 J SETTLEMENT EVALUATION IN SATURATED SANDS
1 �
1( Project Name: YMCA
' Project No.: 105922-10
Boring No.: B-ie
1� Layer TNckness Layer Thickness Volumetric Strain% Settlemern Per Liquefied Sand Layer(I
t Itt1 t(inches) -, _(N1)60 I CSR
r 4 I 48,0 1 63 1 0.47 0.00
1 3 38.0 50 I 0.55 1 0.00
1'. I 2.5 1 30.0 1 43 I 0.61 0.00 r-cT -30:00
2.5 30,0 46 0.65 0.00
6 1 72.0 40 0.71 0.00
1 5 I 80.0 29 1 0.74_1 0.90 -•Pne Graured4 - tom,�4
I
5553-
80.0 28 I 0.75 1" 1.00 O bO-rte-'*^-•°F'�=-_
5 w 80.0 1 41 1 0.74
II B 72.0 I 1fl I 0CAO
.72 1.90 =MsFmeeGrmtodo'�""' uT7-w-Ec••
'3 3u" 40 0.71 -0.00
fi 72.0 53 0.66 0.00
315 42.0 1 42' 1 0.64 1 0.00 tEine fraLred..-�
1 t -51.5
Total SeiiiementC -=-1
Ralerenw: Tokumetsu 8Seed(1987)
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LIQUEFACTION EYALuAtION
Based on Prooeed7ng ofthe NCEER Workshop m Evel don,dLlqtre/xtlan Resistance d Sons,Technical Report NCEER4741022,December 31,1997
MW Evahm)len of Setllemenhbr Sand due bEathquake Shetmg,TokLoo1w end Se ,1987
Sadearnic Evart phaft constants Depth to DHT Prood No" YMCA
Max.MameM Magnitude 6.8 Total Unit WegM(IbM) 125 During lrves8gstlon(X) 55 Pfaject Nuetler W922-10
Design Ground MoWn 0.73 Un6 Welght of Won.VbeMT 62.4 DUMB Design Event(111 5 Boring a-2
nelamhrellpn d clic Resistance Redo
sannina Defy Durlm Imes alien Samplina Conecllon Factors
Blow Count Total Shoos Pore pressure Effective Sampler SPT Overourden Energy Borende RWLe Samples Type Fines
De 4)Depen m) SPT Rings Stress(psl) Prenurelpe0 Stresa(pef)Disneta N. Cu Cs Ce Ce Cs 1N,6 Conlent (MJ,.s I, CRR,,
12 19 500 0 600-0 0.750 14.250 2.000 1.50 1.00 0.75 1.00 32.1 30.0 41.7 1.00 SPT>30 NL
T.t 13 875 0 6758 0.750 13.500 1545 1.50 1.00 0.75 1.00 23.5 3c o 318 1.00 SPT>W NL
'W 3.p 5 92M 0 1250.0 0]W 6.500 1.292 1.50 I.DD 0.75 1.00 J 300 1 180 0.16
4.3 _ _ 1750 0 tt50. 0]50 .750 L092 1.50 MID 085 1.00 13.6 3C.0 20.4 1.00 022
54 5.0 _ '15 1 2375 0 2375.0 0.750 9.75D 0.938 1.50 1.90 0195 7.00 13.0 k C 191 0.97 0.21
6.7 - 2750 0 27500 1900 9. 0871 150 1,00 0.95 1.20 134 30.0 20.2 095 021
251`- 8.1 -- -37 W13 0 33125 0.750 24.0170 0,794 1.50 1.00 0.95 1.00 27.2 30.0 36.0 0.91 SPT>30 NL
DOWm% 'm dCyclic Sbees Ratio
samolma pep Durin D Event
&9w Courd Tete'Streets Pon Pre4eun EXeedve
DpM(8) Depth(m) SPT Rings Shale(Tat) Prwsun(F� Shwa(pet) re CSR MSF FS (NiNacS
4 1,22 19 500 0 500 0993 0.471 1.285 Move GWT Net L able 41.7
7 2.13 18 575 124,8 750.2 0.986 0.546 1.285 Con.SPT>30 318
10 385 8 1250 312 938 0.979 0.819 1.285 0. 14.8
14 427 13 1750 551,6 1188A 0.971 0.678 1.285 0A2' 20A
19 5.79 13 2375 673.6 1501.4 0.959 0.720 7.285 1 19.7
22 6.71 9 2750 1060.8 1699.2 0.951 0.735 1.285 -18 29.2
16.5 8.08 32 3312.5 1341.6 Wag 0938 0.747 1.285 Can.SPT>30 36.0
ED
4.
Aseumiocs
4 dlemeta boMg(Inside of holrw stem auger)
3 Roo
3 Rod Siok up abase baring In Teel
a
no Inon SPT(Ce=4.211 for SPT)
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,1 SETTLEMENT EVALUATION IN SATURATED SANDS
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1 Protect Name: YMCA
Project No.: 10--an-10
Bwft No.: 9-2
1� Layer Thlckrwgs Layer TTlCknege Valu-111,Saaln% SBtllNent Per Uquefleo SBM Layer(Inohea)
t(ft) t(inceeel
11)60 CSR
4 1 48.0 42 1 0.47 10.00
a 36.0 l 32 t 0.55 I O.o0 ,p Dor, -fin
3 36.0 I 16 0. 2 1.90 �sD68L -
II 4 48.0 1 2D 0.68 1.60 '- c.. aJe0 77-:"-�..i::�...-+:. +
80.0 20 0.72 t.60 _�
3 36.0 I 20 0.73 t.fi0 "'""'TD58�. -
4.5 54.0 36 0.75 0.00 �=�oxofy "= ';�:
1'- -26.51 0.0 1#VALUE! tNAWE! 0.00
I 0 I 0.0 itVALME ALVEI 0.00 1 -n.1�� 0.00
0 0.0 1#VALUEI I#VALUEI 1 0.00 0003;x-e-
i 0 1 0.0 I#VALUEI WALUEI 0.00
- o1 0.0 I#VALUE!{ilVALUEI 0.00 ••^^ e.. WO
0 0.0 pVALUE! iNALUEI 0.40 3:�-a�s'Q ilOf"•'�"'^'^'a"-,
6 TG.ai SniBamenr ii�res :aF_si�"�'�2 9 �.s s
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IRafe Ce: Tok=atgu&Seed(1987)
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LIOUEFACTION EVALUATION
Eased on PmceodbV of th@ NCEER Waashep em Evalueflon atLNue7acpon Reeielence a7Sw75,Teclnical Report NCEER47�=,D.nbw 31.1997
"Eveluelon o7 Sa9lemanis m Sand due to Eeelquake She",Tokimatsu ale S.W.1987
Seismic Event Profile Conation, De"to GWr Project Name YMCA
Max.Moment lAnniNOe 6.6 TNel Unit Weight(Ibh') 125 During lnvesbga6m(8) 55 Project Number *5922-10
Design CNounal Mahon 0.73 UnttweigMMwafer(Ibw 624 Durr Design Event(fi) 5 goring S-2a
Determanllon MC elf Reskohn aRedid
Semolina Data D,Ara In. tion Sammkra Comead.Factcn
Bim Oou4 Taal Saw, Pore Pro4sV, Effective Sampler SPT Ovetu En", BoraMe Rod L.wgl Sampler Type Flies
( Depth(m) SPT Rings SOess(psQ P.,.(Pat) Smos(psf) Diameter N,, Ce Cr C. Ca Cr (N,)N Content (01'". K CRR'.
I 1.250
_ 30 0 0 BOOR 0.750 22.500 2AOD 1.50 IAM 0.75 100. W.6 W,G 63.1 1110 SPT>30 NL
_ 21 _ 'dn. 875 0 876.0 D.T50 22. 00 1.545 1.W 1A0 O.T5 1.00 39.1 M 49.8 1.00 SPT 30 NL
'M 3.0 _ ''VI 12W 0 1250.D 0150 22.500 1.292 1.50 1.00 015 1.00 32.7 _]0_0 125 1.00 SPT>YJ NL
_----_ 4.3 1 _ 17W 0 1750.0 0150 22.500 1.092 1.50 1.00 085 1.00 31.3 30.0 40.9 1.00 SPT>30NL
:a 5.6 _ 30 2375 0 2375.0 0.750 22.500 0.04 1.50 1.00 Dw f.w MA 300 39.4 0.97 SPT>WNL
1i. 6.7 _ 27W 0 2750.0 0.760 22500 0.871 1.50 190 04% I.W 27.9 30 1 37.0 096 SPT>30NL
-_ 8.1 _ n_ 3313 0 3312.5 0.750 24.000 0.794 1.50 1.00 0.95 1.00 272 300 36.0 09t SPT>30 NL
------ - i if --
Defemtlnadon of Clialic Shari Betio
s"Oft Data 1 n Chain.Event
San Coum Total Stress PofflPreswrej EBer3ve
Depth(ft) Depth(m) SPT rRhg,I Stress Pressure Stress ra CSR WF FS N180cs
1 1.22 1 w 500 0 I wa 0.993 0.471 1.285 Above GWT Nal Lluefiable 63.1
7 2.13 1 w 875 124.8 750.2 0 wfi 0346 1.285 Cert.SPT>30 199
10 3.05 i 30 1230 312 938 O.W9 0519 1.285 CamSPT>W a.6
14 4. l 30 1750 561.6 1188.4 0.971 0570 1.285 Com SPT>30 409
19 6.79 w 2375 813.6 1501A 0959 0.720 1.285 Cort.SPT>W 39.4
22 6.71 30 2750 1060.8 16892 0.951 0.735 1.265 Cort.SPT>30 31.e
26.5 8.08 32 3312.5 1341.6 1970.9 0.936 0.747 1.285 Cort.SPT>en 'A
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Assumptions
4.5 inch charmer baring(ns'Me of halow stem auger)
3 Roti Slick up above twig in feet
no War In SPT(C5=1.20 for SPT)
1j
USETTLEMENT EVALUATION IN SATURATED SANDS
F
Prolan Name: YMCA
1; Protect No.: 106922-10
Boring No.: &2a
1 Leyer leknese Layer Thickness Vorumetric train% Settlement Per Uqua6ed Sara Layer(4%hos)
t(k) t(ircMs) (N7)60 CSR
{`l 4 45.0 63 1 0.47 1 0.00 1 " 00 _=-
1 I3 I 36.0 I 60 1 0.55 TO
3 36.0 42 1 0.62 1 D.OD a 00.t= %0�-.Skate.
II 4 48.0 I 41 0.68 0.00
.. 5 80.0 39 I 0.72 1 0.00 a
3 I 36.0 37 1 0.73 0.00 --3-- 000
59.01 36 1 0.75 0.00 as
1 U -26.5 i 0.0 I#VALUEI #VALUEI1 0.00 UOO�
0 0.0 #VALUEI I#VALUEI 0.00 -000
-� 0 I 0.0 #VALUE! #VALUE! 0.00 �- - 0000
i 0 0.0 #VALUE!I#VALUE!I 0.00 �- OOOn..:�a-r'.�
0 0.0 #VALUE11#VALUES 0.00
1 0 0. #lVALUEI I#VALUEI 0.00 �OdJ'�'°_e.-s'�.�'�`t
II Tuml Seicameni irxrxs "x''-' s, 0 O -
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Reyarenoe: Tokumatsu&Seed(1987)
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APPEL`DIXF
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ASPIIAL TIC CONCRETE PAVEMENT CALCULATIONS
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PAVING DESIGN
y:r.
JN: 105922-10-t CONSULT: AW
CLIENT YMCA
.� CALCULATION SHEET# 1
CALTRANS METHOD FOR DESIGN OF FLEXIBLE PAVEMENT
Input "R" value or"CBR" of native soil 11
Type of Index Property- "R" value or "CBR" (C or R) R R Value
R Value used for Caltrans Method 11
Input Traffic Index(TI) 5
1l Calculated Total Gravel Equivalent (GE) 1.424 feet
Calculated Total Gravel Equivalent (GE) 17.088 inches
Calculated Grave' Factor (Go for A/C paving 2.53
Gravel Factor for Base Course (Gf) 1.0
' TRIAL EQUIVALENT PAVEMENT SECTIONS:
1.
A1C SECTION BASE SECTION FEET
' Section Gravel Equivalent Minimum AIC Section Minimum
Thickness GE GE Delta Base Thickness Base
inches feet inches inches inches feet (feet)
' 3 0.63 7.60 9.48 9.6 0.25 0.80
3.6 0.76 9.13 7.96 7.8 0.30 0.65
4 0.84 10.14 6.95 7.2 0.33 0.60
' 4.8 1.01 12.17 4.92 4.8 0.40 0.40
5.4 1.14 13.69 3.40 3.6 0.45 0.30
6 1.27 15.21 1.88 1.8 0.50 0.15
6.6 1.39 16.73 0.36 0.6 0.55 0.05
7 1.48 17.74 -0.66 #VALUE! 0.58 #VALUE!
8 1.69 20.28 -3.19 #VALUE! 0.67 #VALUEI
l 9 1.90 22.81 -5.72 #VALUEI 0.75 #VALUE!
J 10 2.11 25.35 -8.26 #VALUE! 0.83 #VALUE!
11
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! J PAVING DESIGN
1 ! JN: 105922-10 CONSULT:
CLIENT YMCA
11 CALCULATION SHEET# 2
1�
I CALTRANS METHOD FOR DESIGN OF FLEXIBLE PAVEMENT
1 Input "R" value or"CBR" of native soil 11
1 Type of Index Property- "R" value or"CBR" (C or R) R R Value
1:J R Value used for Caltrans Method 11
Input Traffic Index (TI) 6
Calculated Total Gravel Equivalent (GE) 1.7088 feet
1 Calculated Total Gravel Equivalent (GE) 20.5056 inches
Calculated Gravel Factor(Gf)for A/C paving 2.31
Gravel Factor for Base Course (Gf) 1.0
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1 TRIAL EQUIVALENT PAVEMENT SECTIONS:
1
lJ A/C SECTION BASE SECTION FEET
Section Gravel Equivalent Minimum A1C Section Minimum
Thickness GE GE Delta Base Thickness Base
inches feet inches (inches) inches feet feet
1 3 0.58 6.94 13.56 13.8 0.25 1.15
3.6 0.69 8.33 12.18 12.0 0.30 1.00
4 0.77 9.26 11.25 11.4 0.33 0.95
1,- 4.8 0.93 11.11 9.40 9.6 0.40 0.80
5.4 1.04 12.50 8.01 7.8 0.45 0.65
6 1.16 13.88 6.62 6.6 0.50 0.55
1 6.6 1.27 15.27 5.23 5.4 0.55 0.45
J 7 1.35 16.20 4.31 4.2 0.58 0.35
8 1.54 18.51 1.99 1.8 0.67 0.15
J9 1.74 20.83 -0.32 #VALUE? 0.75 #VALUE!
10 1.93 23.14 -2.63 #VALUE! 0.83 #VALUE!
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PAVING DESIGN
1 ` I JN: 105922-10 CONSULT: AW
CLIENT YMCA
CALCULATION SHEET# 3
1 '
CALTRANS METHOD FOR DESIGN OF FLEXIBLE PAVEMENT
1 Input "R" value or "CBR" of native soil 11
1 Type of Index Property- "R" value or"CBR" (C or R) R R Value
1 1 R Value used for Caltrans Method 11
Input Traffic Index (TI) 7
Calculated Total Gravel Equivalent (GE) 1.9936 feet
1 . Calculated Total Gravel Equivalent (GE) 23.9232 inches
Calculated Gravel Factor(Gf)for AIC paving 2.14
Gravel Factor for Base Course (Go 1.0
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TRIAL EQUIVALENT PAVEMENT SECTIONS:
1�1
1 A1C SECTION BASE SECTION FEET
Section Gravel Equivalent Minimum AIC Section Minimum
Thickness GE GE Delta Base Thickness Base
J inches feet inches inches inches (feet) (feet)
3 0.54 6.43 17.50 17.4 0.25 1.45
j 3.6 0.64 7.71 16.21 16.2 0.30 1.35
4 0.71 8.57 15.35 15.6 0.33 1.30
1,. 4.8 0.86 10.28 13.64 13.8 0.40 1.15
5.4 0.96 11.57 12.35 12.6 0.45 1.05
6 1.07 12.85 11.07 10.8 0.50 0.90
1_J 6.6 1.18 14.14 9.78 9.6 0.55 0.80
7 1.25 15.00 8.93 9.0 0.58 0.75
8 1.43 17.14 6.79 6.6 0.67 0.55
1' 1 9 1.61 19.28 4.64 4.8 0.75 0.40
J 10 1.79 21.42 2.50 2.4 1 0.83 0.20
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APPENDIX G
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Q GENERAL EARTHWORK AND GRADING SPECIFICATIONS
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1 7 LGCINLAND,INC
JJGeneral Earthwork and Grading Specifications
11
1.0 General
1 1 LI Intent: These General Earthwork and Grading Specifications are for the grading and earthwork
shown on the approved grading plan(s) and/or indicated in the geotechnical report(s). These
1ll Specifications are a part of the recommendations contained in the geotechnical report(s). In case of
.1 conflict, the specific recommendations in the geotechnical report shall supersede these more
general Specifications. Observations of the earthwork by the project Geotechnical Consultant
ll during the course of grading may result in new or revised recommendations that could supersede
1,1 these specifications or the recommendations in the geotechnical report(s).
11 L2 The Geotechnical Consultant of Record: Prior to commencement of work, the owner shall
1: 1 employ a qualified Geotechnical Consultant of Record (Geotechnical Consultant). The
Geotechnical Consultant shall be responsible for reviewing the approved geotechnical report(s) and
} accepting the adequacy of the preliminary geotechnical findings, conclusions, and
1 1 recommendations prior to the commencement of the grading.
^I Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan"
1 prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform
the appropriate level of observation,mapping, and compaction testing.
1' During the grading and earthwork operations, the Geotechnical Consultant shall observe,map, and
` document the subsurface exposures to verify the geotechnical design assumptions. If the observed
conditions are found to be significantly different than the interpreted assumptions during the design
phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in
design to accommodate the observed conditions, and notify the review agency where required.
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The Geotechnical Consultant shall observe the moisture-conditioning and processing of the
subgrade and fill materials and perform relative compaction testing of fill to confirm that the
JJ attained level of compaction is being accomplished as specified. The Geotechnical Consultant
1' shall provide the test results to the owner and the Contractor on a routine and frequent basis.
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1.3 The Earthwork Contractor: The Earthwork Contractor (Contractor) shall be qualified,
experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to
1 receive fill,moisture-conditioning and processing of fill, and compacting fill. The Contractor shall
review and accept the plans, geotechnical report(s), and these Specifications prior to
commencement of grading. The Contractor shall be solely responsible for performing the grading
1; 1 in accordance with the project plans and specifications. The Contractor shall prepare and submit to
Jthe owner and the Geotechnical Consultant a work plan that indicates the sequence of earthwork
grading, the number of "equipment' of work and the estimated quantities of daily earthwork
contemplated for the site prior to commencement of grading. The Contractor shall inform the
Jowner and the Geotechnical Consultant of changes in work schedules and updates to the work plan
at least 24 hours in advance of such changes so that appropriate personnel will be available for
observation and testing. The Contractor shall not assume that the Geotechnical Consultant is
aware of all grading operations.
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' The Contractor shall have the sole responsibility to provide adequate equipment and methods to
accomplish the earthwork in accordance with the applicable grading codes and agency ordinances,
these Specifications, and the recommendations in the approved geotechnical report(s) and grading
plan(s). If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as
unsuitable soil, improper moisture condition, inadequate compaction,insufficient buttress key size,
adverse weather, etc., are resulting in a quality of work less than required in these specifications,
the Geotechnical Consultant shall reject the work and may recommend to the owner that
a construction be stopped until the conditions are rectified. It is the contractor's sole responsibility to
provide proper fill compaction.
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2.0 Preaaration of—Areas to be Filled
.) 2.1 Clearing and Grubbing: Vegetation, such as brush, grass, roots, and other deleterious material
shall be sufficiently removed and properly disposed of in a method acceptable to the owner,
IMIM governing agencies,and the Geotechnical Consultant.
The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site
conditions. Earth fill material shall not contain more than 1 percent of organic materials (by
tvolume). No fill lift shall contain more than 10 percent of organic matter. Nesting of the organic
materials shall not be allowed.
If potentially hazardous materials are encountered, the Contractor shall stop work in the affected
area, and a hazardous material specialist shall be informed immediately for proper evaluation and
handling of these materials prior to continuing to work in that area.
As presently defined by the State of California, most refined petroleum products (gasoline, diesel
1 fuel,motor oil, grease, coolant, etc.)have chemical constituents that are considered to be hazardous
waste. As such, the indiscriminate.dumping or spillage of these fluids onto the ground may
constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed. The
contractor is responsible for all hazardous waste relating to his work. The Geotechnical Consultant
' does not have expertise in this area. If hazardous waste is a concern,then the Client should acquire
Jthe services of a qualified environmental assessor.
4
1.1 Processing: Existing ground that has been declared satisfactory for support of fill by the
Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is
not satisfactory shall be overexcavated as specified in the following section. Scarification shall
continue until soils are broken down and free of oversize material and the working surface is
' reasonably uniform, flat,and free of uneven features that would inhibit uniform compaction.
2.3 Overexcavation: In addition to removals and overexcavations recommended in the approved
�,•' geotechnical report(s) and the grading plan, soft, loose,dry, saturated, spongy, organic-rich,highly
1 fractured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated
by the Geotechnical Consultant during grading.
JProject No. 105922-10 Page 2 November 3, 2005
t_I Z4 Bench ine: Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to
vertical units), the ground shall be stepped or benched Please see the Standard Details for a
graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least
l 2 feet deep, into competent material as evaluated by the Geotechnical Consultant. Other benches
I shall be excavated a minimum height of 4 feet into competent material or as otherwise
recommended by the Geotechnical Consultant. Fill placed on ground sloping flatter than 5:I shall
also be benched or otherwise overexcavated to provide a flat subgrade for the fill.
2.5 Evaluadon/Acceptance of Fill Areas: All areas to receive fill, including removal and processed
' l areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested
I prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor
shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A
licensed surveyor shall provide the survey control for determining elevations of processed areas,
'.. keys,and benches.
'. 3.0 Fill Material
.1
33 General: Material to be used as fill shall be essentially free of organic matter and other deleterious
substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of
poor quality, such as those with unacceptable gradation, high expansion potential, or low strength
shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to
' achieve satisfactory fill material.
3.2 Oversize: Oversize material defined as rock, or other irreducible material with a maximum
dimension greater than 8 inches, shall not be buried or placed in fill unless location, materials, and
placement methods are specifically accepted by the Geotechnical Consultant. Placement
j operations shall be such that nesting of oversized material does not occur and such that oversize
1 material is completely surrounded by compacted or densified fill. Oversize material shall not be
placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground
construction.
3.3 IIm If importing of fill material is required for grading, proposed import material shall meet
1 the requirements of Section 3.1. The potential import source shall be given to the Geotechnical
Consultant at least 48 hours (2 working days)before importing begins so that its suitability can be
determined and appropriate tests performed.
'!. 4.0 Fill__Placement and Compaction
4.1 Fill Lavers: Approved fill material shall be placed in areas prepared to receive fill (per
Section 3.0)in near-horizontal layers not exceeding 8 inches in loose thickness. The Geotechnical
Consultant may accept thicker layers if testing indicates the grading procedures can adequately
compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain
' relative uniformity of material and moisture throughout.
' 'I Project No. 105922-1 0 Page 3 November 3,2005
1 4.2 Fill Moisture Conditioning: Fill soils shall be watered, dried back, blended, and/or mixed, as
necessary to attain a relatively uniform moisture content at or slightly over optimum: Maximum
density and optimum soil moisture content tests shall be performed in accordance with the
1 American Society of Testing and Materials(ASTM Test Method D1557-91).
4.3 Compaction ofFilti After each layer has been moisture-conditioned, mixed, and evenly spread, it
1 shall be uniformly compacted to not less than 90 percent of maximum dry density (ASTM Test
Method D1557-91). Compaction equipment shall be adequately sized and be either specifically
designed for soil compaction or of proven reliability to efficiently achieve the specified level of
compaction with uniformity.
1 ]
4.4 Compaction of Fill Stones: In addition to normal compaction procedures specified above,
1l compaction of slopes shall be accomplished by backrolIing of slopes with sheepsfoot rollers at
..` increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results
acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction of
the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test
Method D1557-91.
1 4 5 Compaction Testing: Field tests for moisture content and relative compaction of the fill soils shall
be performed by the Geotechnical Consultant, Location and frequency of tests shall be at the
Consultant's discretion based on field conditions encountered. Compaction test locations will not
necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of
1 compaction levels in areas that are judged to be prone to inadequate compaction(such as close to
slope faces and at the fill/bedrock benches).
4.6 Frequency of Compaction Testing: Tests shall be taken at intervals not exceeding 2 feet in
1 vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a
1 guideline, at least one (1) test shall be taken on slope faces for each 5,000 square feet of slope face
1{1 and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill construction is
such that the testing schedule can be accomplished by the Geotechnical Consultant. The
Contractor shall stop or slow down the earthwork construction if these minimum standards are not
1' met.
J4.7 Compaction Test Locations: The Geotechnical Consultant shall document the approximate
elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the
1.. project surveyor to assure that sufficient grade stakes are established so that the Geotechnical
Consultant can determine the test locations with sufficient accuracy. At a minimum, two (2) grade
stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential
11 test locations shall be provided.
' 5.0 Subdrain Installation
IJ
Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading
plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains and/or
1 changes in subdrain extent, location, grade, or material depending on conditions encountered during
grading. All subdrains shall be surveyed by a land surveyor/civil engineer for line and grade after
installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys.
1
6.0 Excavation
Project No. 105922-10 Page 4 November 3, 2005
1
1-1
1 , Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the Geotechnical
Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only.
1 , The actual extent of removal shall be determined by the Geotechnical Consultant based on the field
evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut
portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to
placement of materials for construction of the fill portion of the slope, unless otherwise recommended by
1 l the Geotechnical Consultant.
7.0 Trench Backfills
1 7.1 The Contractor shall follow all OHSA and Cal/OSHA requirements for safety of trench
1 .) excavations.
1 ,1 7.2 All bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have
a Sand Equivalent greater than 30 (SF>30). The bedding shall be placed to 1 foot over the top of
1 the conduit and densified by jetting. Backfill shall be placed and densified to a minimum of
1�- 90 percent of maximum from 1 foot above the top of the conduit to the surface.
i 7.3 The jetting of the bedding around the conduits shall be observed by the Geotechnical Consultant.
1 1- 7.4 The Geotechnical Consultant shall test the trench backfill for relative compaction. At least one(1)
?.J test should be made for every 300 feet of trench and 2 feet of fill.
1'7 7.5 Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of
Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant
that the fill lift can be compacted to the minimum relative compaction by his alternative equipment
1 and method.
i )
IJ
1,
IJ
1
lProject No. 105922-10 Page 5 November 3,2005
1
11
11
1 I re—Proposed Grade
1; 1 Deeper in Areas of
111
Swimming Pools Etc.
t � •t
1 Slope Face Y ir" ys k
`:•� „!:-� T^t^�'�! s,�b.. _t wT<a� t3 _¢y� iYt^�
• 1 ` f � ' yy Z N.
Oversl22d
7-1 Soulder
N/Indrow With
�•1 IJI'Bfsize Material
y f s t: t1 � 4L +� T a y,•fit p,
� s - .� ..• - Compacted
Windrow Parallel Co Slope Face i z < Fill
t. rsrA
1 r a F
Jetted or Flooded Approved
I Granular Wrateriat
1 .
Excavated ranch wzn "'1•
or Dozer v-cur ` rr` ?t:5• c•,..
i '' '.•. ):` .ti..Vii:`�.,`r�r'..�.n:C�:J.'Ca�'.. .I
1 :1 tVdi:e:Oversize Pock is Larger '
than 8" in Maximum Dimension. Section A-A
1,=
VEI I RF:d E ROCK
1
DISPO L DETAM
1 I P 4 M2
1
Cut Lot
(Expos4'no, Unsuitabie Soils Et Design Grsda)
Pr oposed
Grade —75:9 P�4ecc
Projection To
Remove Unsuitable Grade
Mater
al
Material cn
7=r ,•7
j�UG aL 5' Min.
1. Iz g
7.
i Pro iection To matsrlbo
Competent Material Overexcavate and Recontact
1 11 Note 1: Removai Bottom Should' be Graded Note 2: Whet Design Cut Lots are
With Minimum 2%Fall Towards Street or Excavated Entirely I nW Competent
Cther Suitable Area (as Determined'by Material, Overexcavation May Still be
11 Soils Engineer) to Avoid Ponding Below Requi,er,' for Hard-Rock Conditions or tor
Building Materials With Variable Expansion
Characteristics.
Cut/Fik Transition, Lot
--------------------------------------------------"
Proposed Grade
1. 1:1 Proection To
Competent Material
Ir
$,
GverexcavaZe
and Recompact
..j
Cut at no Steeper than 2:1 (H:V)
Belmy Building Footprint
-Deeper if Specified by
F
Soils Engineer
M3C UT AN
ND TIUNSIT 101 .
1,00T OVE REXCAVATION
DETAIL
1 !-I
5' Typical Compacted Fill
if Recommended by Soils Engineer
Proposed Grade ---� 15' Min.
,^✓ �.� --...'fig—'
a"'.�lL
Perf. PVC Bacictlrain
"
4Solid PVC Outlet : r r tr k B —r� (30' Max.)
1.' TYtrcal
GwV&wvr :itjwnal
1 1 5' Mm. 2 f (H:V)8ae1:Cue or as
' `Designed by Soils Engineer
i I �--• 15' Min.
J Key Dimensions Per Soils
Engineer(Typically H/2 or 15' Min) Greater of l %Slopeor 1 Foot Tilt
v
Perf.PVC Pipe
1 Perforations Down d
'.J1 ,
Min.Overlap.
Se Secured Every G Feet �(�� � � � '�•i
Schad. 40 Solid PVC Outlet Pipe, (Bacicfffilled
and Compacted With Native Materials)
1 �
Outlets to be Placed Every 100' (Max.)O.C. -r;
5'ft./Fc. 3/4" - 1 1/2"Open Graded Rock '
Geoff abric(Mirafi 140N may '
1 or Approved Equivalent)
1�
1 AL STABILIZATION
R L L DE -A R,
1
1
Il
I Proposed
Grade
. ,
1 ..�
Natural
1:1 Projeccion To Ground
I Competent Material r • " �i 1 V�yte o{ r C 4' Typical
S i 1 Zy�•' !t
g a ' .v_,,..._ �...1.. 8' Typical
�rcptEr c1 c lel c r • cue Tat z- t:
2' Nin. _ -�- _-.--.� 15' Min. key Width
pope
Ifoll-Om -cut S[
1{ 1
Proposed
i Tirade
Natural ''•r �.> lite N+atC
r� Ground ��� �f ' ,.ro` ucb �` .. u
d' Typical
1- Cut Face • - ySL= R i, �,r' �;oyceuve L 3'darirJ
8' Typical
1 2 •jlk.r-. � ''rS.�}t'fti 7ra,.pr'2YhY l.Tiltr."2Wf5
15' Min. Key Width
Construct Cut Slope First
Natural Ground
J OverNAid and Trim Back
1 �\, / ,�,•r=.�-Cut Face
Proposed Grade
ns� FIE
1:1 Projection to
Competent Material
J _ rf`
L .
I� I <' Min. I-r+6E.B EBt l ¢:f4
J 7( 15 Min. hey Width Note Natural Slopes Steeper Than 5:1 (FI:V)
Must Be Benched.
1
I
i
Natural Ground �t
r 4
1 Y'� Proposed Grade �
.., u ate• ,[+� r;{-s�-Y'�'�••�'- -. �z.�v-E.`-. � .y.C^Y;•.r -,-^°�',-ar-
�.
1 I 4
As S t r a e +Lt r: 1 .- r+. +) .r t r r a r- ♦ F htd
j(
{ 'tid' r �q 1r Fla t �f;i•e�EC66°eY$Y t p rr "� �"' r ti 1
1 A' y.iY+ i i f t roMl � � R L.[ F ( ^e•_V
*
M1MS 1 1 ./ t L .z tr
� BenC4725 `�-n~.a }` �y,r�•r � r �.f -+ t t r•>S S' �"
Remove UnSIIII'8Y71E
Materials
LI
1 I
)Coniinuou=_Puns in Cxcess of 500'
Shall Use 8"Diameter P43e.
2)Final 20 of Pipe at Outlet Shall be 12"Min. Overlap,
I` Solid and Bachfilled With Fine-grained Secured Every 6 Feei 'C' ��07
+� Material. 6" Collector Pipe
1 (Schad.CO,Perf.PVC) `
J9 FY
3/C" - 1 1/2"Crushed Rock
Geofabric(Miran 14ON
1.� or Approved Ecpivalent) .....
i
1..�
Prop sad dv�le-t Detail
i
Proposed Grade f.._... May be Deeper Dependent
upon Site Conditions
,�- 10' Min - 6 Perforated PVC Schedule 40
T —..._.
1 1/2" Crushed Rock
20 Min' Geniabric(MiraF 140N 1
E----•6' Solid Pnr-P4�e or Approved Equivalent)
I
,
1
11
5' Typical Compacted Fill
if Recommended by Soils Engmeer
Proposed Grade •-� E`er 15' Nein. -------
'41 ly
..: ... ? 4' Typical
4"Peri.PVC Bacl drain -A" ` ''+ "•(�
I 4" Solid PVC Outlet �F r i I _ 8 --- (30' Max.)
N !Cal
F�4 4 C
5 A51 iV. a _ _..
.�
21 (I-I'.V)Back Cut Or as
�. '.ti:- :": >"�'•- ;�j`� �' Oesib)ed by Soils Engineer
Key Dimensions Per Soils Engineer
�•---- Greater of 2 %Slope
gr V Titt Bad: /v" •"�
J
Per,.PVC Pipe
1• Perforations Down -------- -- -- - - .�„ �4'�
12" l0m.Overlap, ," \\ �/y�' "�`a•� '\
1 Secured Evercy B Feet
Schad. 40 Solid PVC Outlet Pipe, (Baclerilled
and Compacted With Native Materials)
JOutletsto be Placed Every 100' (Max.) O.C.
1.. 5 FL%Ft. 3/4" - 1 1/2" Open Graded Roc!;
a
1�
Geo-fabric(IViiraFi 140N
or Approved Equivalent)
1�
1�
IJ
T YPI LUTTRE'SS3
DETAIL
1
' Water Quality Management Plan (WQMP)
' southwest Riverside Family YMCA
Appendix F
' Treatment Control BMP Sizing Calculations and Design Details
1
1
1
t
t
1
' September 28, 2007
trd4'_
It
1 '
Worksheet 1
' Design Procedure for BMP Design Volume
85th percentile runoff event
Designer: M;
Company: c: nc
G
xaDate: 2 « p-
�
;,Project: ,
Location: II M , i R
' 1. Create Unit Storage Volume Graph
a. Site location (Township, Range, and T 13 S &R (J
Section). Section (1)
' b. Slope value from the Design Volume
Curve in Appendix A. Slope = 1 . 2q
(2)
c. Plot this value on the Unit Storage
Volume Graph shown on Figure 2.
d. Draw a straight line form this point to Is this graph yes 0 NoO
the origin,to create the graph attached?
5.
' 2.Determine Runoff Coefficient
a. Determine total impervious area A;mpe cus= 0_7b acres (5)
' b. Determine total tributary area Atctai = Qa 9 acres (6)
c. Determine Impervious fraction
i = (5)/(6) i= DOW— (7)
' d. Use (7) in Figure 1 to find Runoff
OR C = .858i- .78i'+ .774i + .04 C = Qn �[7� (8)
' 3. Determine 85% Unit Storage Volume
a. Use (8) in Figure 2
Draw a Vertical line from (8) to the
graph, then a Horizontal line to the in-acre
desired Vu value. Vu = ('�Pjy acre (9)
t4. Determine Design Storage Volume
a. Vamp = (9)x(6) [in- acres] Vamp _ in-acre(10)
b. Vamp= (10)/ 12 [ft-acres] Valla= 0 0(D 37 ft-acre (11)
c- VBMP= (11)x 43580 [ftp] VBMP= Z, 7'14 W (12)
' Notes:
1
1
3. Using the runoff coefficient found in step 2, determine 85th percentile unit
' storage volume (V„) using Figure 2 (created in step 1)-
4. Determine the design storage volume (VBmp). This is the volume to be used
v.,
� `°L x in the design of selected BMPs presented in this handbook.
�, _
a� k h
RR
T
1.00
0.90
= 0.80
0.70
0.60
' 0 ,Qt50
:- 0-.40
' 0.30 -
0.20
' 0.10
0.00
0% 10 20 30 40 50 60 70 80 90 100
% % % % % % % % % %
% Impervious
' Figure 1. Impervious— Coefficient Curve (WEF/ASCE Method')
1
Imperviousness is the decimal fraction of the total catchment covered by the sum of roads,parking lots,
' v sidewalks, rooftops,and other impermeable surfaces of an urban landscape.
t�,M ay�rl�B 7717
W�
Plot Slope Value from Appendix A here
2 � � 3
1.9
1.8
1.7
1.6
1.5
1.4
cocn
1.3
3 1.2
� 1.1
0
co 1
CD
0 0.9
c 0.8
m
0.7
c
0.6
0.5
0.4
0.3
0.2
0.1
0
0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1
Runoff Coefficient (C)
Figure 2 Unit Storage Volume Graph
' Worksheet 2
Design Procedure Form for Design Flow
Uniform Intensity Design Flow
' Designer: M ti
Company: Ln
Date:
' Project: v
Location: 2 ]�
' 1. Determine Impervious Percentage
' a. Determine total tributary area Atota, = Q.L y _acres (1)
b. Determine Impervious% i = 80—% (2)
' 2. Determine Runoff Coefficient Values , _s
Use Table 4 and impervious% found in step 1
a. A Soil Runoff Coefficient Ca = (3)
b. B Soil Runoff Coefficient Cb = 0,75 (4)
' a C Soil Runoff Coefficient Cc _ (5)
d. D Soil Runoff Coefficient Cd = (6)
3. Determine the Area decimal fraction of each soil type NO
in tributary areae.
' a. Area of A Soil / (1) = Aa = (7)
b. Area of B Soil / (1) = Ab = ! . ( (8)
c. Area of C Soil / (1) = A� _ (g)
u,
d. Area of D Soil / (1) = Ad = -: (10)
t
' 4. Determine Runoff Coefficient F
a. C = (3)x(7)+ (4)X(8)+ (5)x(9)+ (6)X(10) = C = 0-75A (11)
Zi
5. Determine BMP Design flow
a. QBMP = C x I x A= (11)x 0.2 x(1) QBMv
IO N
f
;k
4%#�
' Table 4. Runoff Coefficients for an Intensit = 0.2 `/hr for Urban Soil Types*
Impervious to T-WA,Soil*? E =WS6 t=� C So I�� D Soils "1
�RI_.320 �RIr56, .` +RI ,fi9RI75
0 (Natural) 0.06 0.14 0.23 0.28
5 0.10 0.18 0.26 0.31
t 10 0.14 0.22 0.29 0.34
15 0.19 0.26 0.33 0.37
20 (1-Acre) 0.23 0.30 0.36 0.40
' 25 0.27 0.33 0.39 0.43
30 0.31 0.37 0.43 0.47
35 0.35 0.41 0.46 0.50
' 40 (1/2-Acre) 0.40 0.45 0.50 0.53
45 0.44 0.48 0.53 0.56
50 1/4-Acre 0.48 0.52 0.56 0.59
55 0.52 0.56 0.60 0.62
60 0.56 0.60 0.63 0.65
' 65 Condominiums 0.61 0.64 0.66 0.68
70 0.65 0.67 0.70 0.71
75 (Mobilehomes) 0.69 0.71 0.73 0.74
80 (Apartments) 0.73 0.75 0.77 0.78
85 0.77 0.79 0.80 1 0.81
90 Commercial 0.82 0.82 0.83 0:84
' 95 0.86 0.86 0.87 0 87
100 0.90 0.90 0.90 0.90,777-
7
'Complete District's standards can be found in the Riverside County Flood Control Hydrology Manual
F-
T.ry
�7
Y? c
.-
x ltl
1 9
3.
Design Procedure Form/ for Infiltration Basin Worksheet 4
Designer: cel'alf Bene-rk
Company: 'LN Lnalnootirt
Date:
' Project S• t C2,��1
Location: l��D'4�
' 1. Determine Design Storage Volume
(Use Worksheet 1)
a. Total Tributary Area (maximum 50) A,.,, = 091 acres
b. Design Storage Volume, VBmp VBMP = 2.77z/ ft3
2. Maximum Allowable Depth (Dm)
a. Site infiltration rate (1) 1 = d•5 in/hr
b. Minimum drawdown time (48 hrs) t = hrs
c. Safety factor (s) s =
' d. Dm = [(t) x (1)]/[12s] Dm = 1. 0 ft
' 3. Basin Surface Area
Am = Vsmp / Dm Am = 2.7?y ftz
' 4. Vegetation (check type used or _ Native Grasses
describe "other") _ Irrigated Turf Grass
Other
' Pyr LanJsca" lens
' Notes:
Tap Wi+h ir-rPiLtalot, cak . ak iQasF
O.5 in l hr.
1
t 26
1
' Worksheet 9
Design Procedure Form for Grassed Swale
Designer: AichC.el aeno!,k
Company:
Date: / D
' Project: S. W
Location: Z9 c6 v
1. Determine Design Flow QBmP - D•07 cfs
(Use Worksheet 2)
' 2. Swale Geometry
a. Swale bottom width (b) b = ft
' b. Side slope (z) z = O
c. Flow direction slope (s) s = 1 %
' 3. Design flow velocity (Manning n = 0.2) v = ft/s
4. Depth of flow (D) D = t L/ ft
5. Design Length (L)
' L = (7 min) x (flow velocity, ft/sec) x 60 L = Z ft
6. Vegetation (describe) 4Qpf)wM I/cooC g li6N1
' 8. Outflow Collection (check type used or _Grated Inlet'
describe "other") _ Infiltration Trench
' Underdrain
=Otherfj� V-Oilclh info
c
Notes:
1
1
' 55
' Extended Detention Basin TC-22
' — § Design Considerations
r ■ Tributary Area
■ Area Required
'
3 ■ Hydraulic Head
T-
Description
' Dry extended detention ponds(a.k.a. dry ponds, extended Targeted Constituents
detention basins, detention ponds, extended detention ponds) Q Sediment
are basins whose outlets have been designed to detain the
' stormwater runoff from a water quality design storm for some Q Nutrients •
minimum time(e.g., 48 hours)to allow particles and associated Q Trash ■
pollutants to settle. Unlike wet ponds,these facilities do not have Q Metals
' a large permanent pool.They can also be used to provide flood Q Bacteria
control by including additional flood detention storage. Q Oil and Grease
California Experience Q Organics
' Caltrans constructed and monitored 5 extended detention basins Legend(Removal Effectiveness)
in southern California with design drain times of Tz hours. Four • Low ■ High
of the basins were earthen, less costly and had substantially ♦ Medium
' better load reduction because of infiltration that occurred,than
the concrete basin. The Caltrans study reaffirmed the flexibility
and performance of this conventional technology. The small
' headless and few siting constraints suggest that these devices are
one of the most applicable technologies for stormwater
treatment.
Advantages
■ Due to the simplicity of design, extended detention basins are
' relatively easy and inexpensive to construct and operate.
■ Extended detention basins can provide substantial capture of
sediment and the toxics fraction associated with particulates.
1 ■ Widespread application with sufficient capture volume can
provide significant control of channel erosion and
enlargement caused by changes to flow frequency
III rl iVIS 11'NCI.
' January 2003 California Stormwater BMP Handbook 1 of 10
New Developmentand Redevelopment
www.cabmphandbook.com
' TC-22 Extended Detention Basin
' relationships resulting from the increase of impervious cover in a watershed.
Limitations
' ■ Limitation of the diameter of the orifice may not allow use of extended detention in
watersheds of less than 5 acres(would require an orifice with a diameter of less than 0.5
inches that would be prone to clogging).
' ■ Dry extended detention ponds have only moderate pollutant removal when compared to
some other structural stormwater practices, and they are relatively ineffective at removing
soluble pollutants.
■ Althoughwet ponds can increase property values, dry ponds can actually detract from the
value of a home due to the adverse aesthetics of dry, bare areas and inlet and outlet
' structures.
Design and Sizing Guidelines
■ Capture volume determined by local requirements or sized to treat 85%of the annual runoff
' volume.
■ Outlet designed to discharge the capture volume over a period of hours.
' ■ Length to width ratio of at least 1.5:1 where feasible.
■ Basin depths optimally range from 2 to 5 feet.
' ■ Include energy dissipation in the inlet design to reduce resuspension of accumulated
sediment.
' ■ A maintenance ramp and perimeter access should be included in the design to facilitate
access to the basin for maintenance activities and for vector surveillance and control.
' ■ Use a draw down time of 48 hours in most areas of California. Draw down times in excess of
48 hours may result in vector breeding, and should be used only after coordination with
local vector control authorities. Draw downtimes of less than 48 hours should be limited to
' BMP drainage areas with coarse soils that readily settle and to watersheds where warming
may be determined to downstream fisheries.
'
Construction/Inspection Considerations
■ Inspect facility after first large to storm to determine whether the desired residence time has
been achieved.
' ■ When constructed with small tributary area, orifice sizing is critical and inspection should
verify that flow through additional openings such as bolt holes does not occur.
' Performance
One objective of stormwater management practices can be to reduce the flood hazard associated
with large storm events by reducing the peak flow associated with these storms. Dry extended
' detention basins can easily be designed for flood control, and this is actually the primary
purpose of most detention ponds.
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' Dry extended detention basins provide moderate pollutant removal, provided that the
recommended design features are incorporated. Although they can be effective at removing
some pollutants through settling, they are less effective at removing soluble pollutants because
' of the absence of a permanent pool. Several studies are available on the effectiveness of dry
extended detention ponds including one recently concluded by Caltrans(2002).
The load reduction is greater than the concentration reduction because of the substantial
' infiltration that occurs. Although the infiltration of stormwater is clearly beneficial to surface
receiving waters,there is the potential for groundwater contamination. Previous research on the
effects of incidental infiltration on groundwater quality indicated that the risk of contamination
' is minimal.
There were substantial differences in the amount of infiltration that were observed in the
' earthen basins during the Caltrans study. On average, approximately 40 percent of the runoff r
entering the unlined basins infiltrated and was not discharged. The percentage ranged from a \
high of about 6o percent to a low of only about 8 percent for the different facilities. Climatic
conditions and local water table elevation are likely the principal causes of this difference. The
' least infiltration occurred at a site located on the coast where humidity is higher and the basin
invert is within a few meters of sea level. Conversely, the most infiltration occurred at a facility
located well inland in Los Angeles County where the climate is much warmer and the humidity
' is less, resulting in lower soil moisture content in the basin floor at the beginning of storms.
Vegetated detention basins appear to have greater pollutant removal than concrete basins. In
' the Caltrans study,the concrete basin exported sediment and associated pollutants during a
number of storms. Export was not as common in the earthen basins, where the vegetation
appeared to help stabilize the retained sediment.
' Siting Criteria
Dry extended detention ponds are among the most widely applicable stormwater management
practices and are especially useful in retrofit situations where their low hydraulic head
' requirements allow them to be sited within the constraints of the existing storm drain system. In
addition,many communities have detention basins designed for flood control. It is possible to
modify these facilities to incorporate features that provide water quality treatment and/or
' channel protection. Although dry extended detention ponds can be applied rather broadly,
designers need to ensure that they are feasible at the site in question. This section provides
basic guidelines for siting dry extended detention ponds.
' In general, dry extended detention ponds should be used on sites with a minimum area of 5
acres. With this size catchment area,the orifice size can be on the order of 0.5 inches. On
smaller sites, it can be challenging to provide channel or water quality control because the
' orifice diameter at the outlet needed to control relatively small storms becomes very small and
thus prone to clogging. In addition, it is generally more cost-effective to control larger drainage
areas due to the economies of scale.
' Extended detention basins can be used with almost all soils and geology,with minor design
adjustments for regions of rapidly percolating soils such as sand. In these areas, extended
detention ponds may need an impermeable liner to prevent ground water contamination.
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' TC-22 Extended Detention Basin
The base of the extended detention facility should not intersect the water table. A permanently
wet bottom may become a mosquito breeding ground. Research in Southwest Florida(Santana
et al., 1994)demonstrated that intermittently flooded systems, such as dry extended detention
ponds, produce more mosquitoes than other pond systems, particularly when the facilities
remained wet for more than 3 days following heavy rainfall.
A study in Prince George's County, Maryland, found that stormwater management practices can
' increase stream temperatures (Galli, 19go). Overall, dry extended detention ponds increased
temperature by about 5°F. In cold water streams, dry ponds should be designed to detain
stormwater for a relatively short time(i.e., 24 hours)to minimize the amount of warming that
occurs in the basin.
Additional Design Guidelines
' In order to enhance the effectiveness of extended detention basins,the dimensions of the basin
must be sized appropriately. Merely providing the required storage volume will not ensure
maximum constituent removal. By effectively configuring the basin, the designer will create a
long flow path, promote the establishment of low velocities, and avoid having stagnant areas of
' the basin. To promote settling and to attain an appealing environment, the design of the basin
should consider the length to width ratio, cross-sectional areas, basin slopes and pond
configuration, and aesthetics(Young et al.,1996).
' Energy dissipation structures should be included for the basin inlet to prevent resuspension of
accumulated sediment. The use of stilling basins for this purpose should be avoided because the
' standing water provides a breeding area for mosquitoes.
Extended detention facilities should be sized to completely capture the water quality volume. A
micropool is often recommended for inclusion in the design and one is shown in the schematic
' diagram. These small permanent pools greatly increase the potential for mosquito breeding and
complicate maintenance activities; consequently, they are not recommended for use in
California.
' A large aspect ratio may improve the performance of detention basins; consequently,the outlets
should be placed to maximize the flowpath through the facility. The ratio of flowpath length to
' width from the inlet to the outlet
should be at least 1.5:1(L:W) � "" r- •tom
where feasible. Basin depths
optimally range from 2 to 5 feet. �a a
The facility's drawdown time
should be regulated by an orifices `
' or weir. In general,the outflow
structure should have a trash
rack or other acceptable meansof preventing clogging at the -
entrance to the outflow pipes.
The outlet design implemented
by Caltrans in the facilities 4
' constructed in San Diego County T -
used an outlet riser with orifices Figure
Example of Extended Detention Outlet Structure
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' sized to discharge the water quality volume, and the riser overflow height was set to the design
storm elevation. A stainless steel screen was placed around the outlet riser to ensure that the
orifices would not become clogged with debris. Sites either used a separate riser or broad crested
' weir for overflow of runoff for the 25 and greater year storms. A picture of a typical outlet is
presented in Figure 1.
The outflow structure should be sized to allow for complete drawdown of the water quality
' volume in 72 hours. No more than 50%of the water quality volume should drain from the
facility within the first 24 hours. The outflow structure can be fitted with a valve so that
discharge from the basin can be halted in case of an accidental spill in the watershed.
Summary of Design Recommendations
(1) Facility Sizing-The required water quality volume is determined by local regulations
' or the basin should be sized to capture and treat 85%of the annual runoff volume.
See Section 5.5.1 of the handbook for a discussion of volume-based design.
Basin Configuration—A high aspect ratio may improve the performance of detention
' basins; consequently,the outlets should be placed to maximize the flowpath through
the facility. The ratio of flowpath length to width from the inlet to the outlet should
be at least 1.5:1 (L:W). The flowpath length is defined as the distance from the inlet
' to the outlet as measured at the surface. The width is defined as the mean width of
the basin. Basin depths optimally range from 2 to 5 feet. The basin may include a
sediment forebay to provide the opportunity for larger particles to settle out.
' A micropool should not be incorporated in the design because of vector concerns. For
online facilities, the principal and emergency spillways must be sized to provide l.o
foot of freeboard during the 25-year event and to safely pass the flow from loo-year
' storm.
(2) Pond Side Slopes-Side slopes of the pond should be 3:1(H:V)or flatter for grass
' stabilized slopes. Slopes steeper than 3:1(H:V) must be stabilized with an
appropriate slope stabilization practice.
(3) Basin Lining—Basins must be constructed to prevent possible contamination of
' groundwater below the facility.
(4) Basin Inlet—Energy dissipation is required at the basin inlet to reduce resuspension
of accumulated sediment and to reduce the tendency for short-circuiting.
(5) Outflow Structure -The facility's drawdown time should be regulated by a gate valve
' or orifice plate. In general, the outflow structure should have a trash rack or other
acceptable means of preventing clogging at the entrance to the outflow pipes.
The outflow structure should be sized to allow for complete drawdown of the water
quality volume in 72 hours. No more than 5o%of the water quality volume should
drain from the facility within the first 24 hours. The outflow structure should be
fitted with a valve so that discharge from the basin can be halted in case of an
' accidental spill in the watershed. This same valve also can be used to regulate the
rate of discharge from the basin.
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' TC-22 Extended Detention Basin
' The discharge through a control orifice is calculated from:
Q = CA(2gH-Ho)°-5
' where: Q = discharge (ft3/s)
C= orifice coefficient
A= area of the orifice(ft2)
g=gravitational constant(32.2)
H =water surface elevation(ft)
Ho= orifice elevation(ft)
' Recommended values for C are o.66 for thin materials and o.8o when the material is
thicker than the orifice diameter. This equation can be implemented in spreadsheet
form with the pond stage/volume relationship to calculate drain time. To do this, use
' the initial height of the water above the orifice for the water quality volume. Calculate
the discharge and assume that it remains constant for approximately 10 minutes.
Based on that discharge, estimate the total discharge during that interval and the
' new elevation based on the stage volume relationship. Continue to iterate until H is
approximately equal to Ho. When using multiple orifices the discharge from each is
summed.
(6) Splitter Box-When the pond is designed as an offline facility, a splitter structure is
used to isolate the water quality volume. The splitter box, or other flow diverting
approach, should be designed to convey the 25-year storm event while providing at
' least 1.o foot of freeboard along pond side slopes.
(7) Erosion Protection at the Outfall-For online facilities, special consideration should
' be given to the facility's outfall location. Flared pipe end sections that discharge at or
near the stream invert are preferred. The channel immediately below the pond
outfall should be modified to conform to natural dimensions, and lined with large
' stone riprap placed over filter cloth. Energy dissipation may be required to reduce
flow velocities from the primary spillway to non-erosive velocities.
(8) Safety Considerations -Safety is provided either by fencing of the facility or by
' managing the contours of the pond to eliminate dropoffs and other hazards. Earthen
side slopes should not exceed 3:1(H:V)and should terminate on a flat safety bench
area. Landscaping can be used to impede access t0 the facility. The primary spillway
' opening must not permit access by small children. Outfall pipes above 48 inches in
diameter should be fenced.
Maintenance
' Routine maintenance activity is often thought to consist mostly of sediment and trash and
debris removal; however,these activities often constitute only a small fraction of the
maintenance hours. During a recent study by Caltrans, 72 hours of maintenance was performed
' annually,but only a little over 7 hours was spent on sediment and trash removal. The largest
recurring activity was vegetation management, routine mowing. The largest absolute number of
hours was associated with vector control because of mosquito breeding that occurred in the
stilling basins (example of standing water to be avoided)installed as energy dissipaters. Inmost
cases,basic housekeeping practices such as removal of debris accumulations and vegetation
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' management to ensure that the basin dewaters completely in 48-72 hours is sufficient to prevent
creating mosquito and other vector habitats.
' Consequently, maintenance costs should be estimated based primarily on the mowing frequency
and the time required. Mowing should be done at least annually to avoid establishment of
woody vegetation, but may need to be performed much more frequently if aesthetics are an
important consideration.
' Typical activities and frequencies include:
' ■ Schedule semiannual inspection for the beginning and end of the wet season for standing
water, slope stability, sediment accumulation,trash and debris, and presence of burrows.
■ Remove accumulated trash and debris in the basin and around the riser pipe during the
semiannual inspections. The frequency of this activity may be altered to meet specific site
conditions.
■ Trim vegetation at the beginning and end o f the wet season and inspect monthly to prevent
establishment of woody vegetation and for aesthetic and vector reasons.
■ Remove accumulated sediment and regrade about every 10 years or when the accumulated
' sediment volume exceeds 10 percent of the basin volume. Inspect the basin each year for
accumulated sediment volume.
' Cost
Construction Cost
The construction costs associated with extended detention basins vary considerably. One recent
' study evaluated the cost of all pond systems (Brown and Schueler, 1997). Adjusting for
inflation, the cost of dry extended detention ponds can be estimated with the equation:
' C - 12.4Vo.ti0
where: C= Construction, design, and permitting cost, and
V- Volume(ft3).
' Using this equation,typical construction costs are:
' $ 41,60o for a 1 acre-foot pond
$ 239,000 for a 10 acre-foot pond
' $ 1,380,00o for a too acre-foot pond
Interestingly, these costs are generally slightly higher than the predicted cost of wet ponds
(according to Brown and Schueler, 1997)on a cost per total volume basis,which highlights the
difficulty of developing reasonably accurate construction estimates. In addition, a typical facility
constructed by Caltrans cost about$16o,000 with a capture volume of only o.3 ac-ft.
' An economic concern associated with dry ponds is that they might detract slightly from the
value of adjacent properties. One study found that dry ponds can actually detract from the
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' TC-22 Extended Detention Basin
' perceived value of homes adjacent to a dry pond by between 3 and 10 percent(Emmerling-
Dinovo, 1995).
' Maintenance Cost
For ponds,the annual cost of routine maintenance is typically estimated at about 3 to 5 percent
of the construction cost(EPA website). Alternatively, a community can estimate the cost of the
' maintenance activities outlined in the maintenance section.Table J. presents the maintenance
costs estimated by Caltrans based on their experience with five basins located in southern
California. Again, it should be emphasized that the vast majority of hours are related to
vegetation management(mowing).
' Table 1 Estimated Average Annual Maintenance Effort
Activity Labor Hours Equipment& Cost
' Material($)
Inspections 4 7 183
Maintenance 49 126 2282
Vector Control 0 0 0
Administration 3 0 132
' Materials - 535 535
Total 56 $668 $3,132
References and Sources of Additional Information
' Brown, W., and T. Schueler. 1997. The Economics ofStormwaterBMPs in the Mid Atlantic
Region. Prepared for Chesapeake Research Consortium.Edgewater, MD. Center for Watershed
Protection. Ellicott City, MD.
Denver Urban Drainage and Flood Control District. 1992. Urban Storm Drainage Criteria
Manual—Volume3: Best Management Practices. Denver, CO.
' Emmerling-Dinovo, C. 1995 Stormwater Detention Basins and Residential Locational
Decisions. Water Resources Bulletin 31(3): 515-521
'
Galli, J. 19go. Thermal Impacts Associated with Urbanization and Stormwater Management
Best Management Practices. Metropolitan Washington Council of Governments. Prepared for
Maryland Department of the Environment, Baltimore, MD.
' GKY, 1989, Outlet Hydraulics of Extended Detention Facilities for the Northern Virginia
Planning District Commission.
' MacRae,C. 1996. Experience from Morphological Research on Canadian Streams: Is Control of
the Two-Year Frequency Runoff Event the Best Basis for Stream Channel Protection? In Effects
of Watershed Development and Management on Aquatic Ecosystems. American Society of
' Civil Engineers. Edited by L. Roesner. Snowbird, UT. pp. 144-162.
' 8 of 10 California Stormwater BMP Handbook January 2003
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' Extended Detention Basin TC-22
' Maryland Dept of the Environment, 2000, Maryland Stormwater Design Manual: Volumes 1 &
2, prepared by MDE and Center for Watershed Protection.
http://www.mde.state.md.us/environment/wma/stormwatermanual/index.html
' Metzger, M. E., D. F. Messer, C. L. Beitia, C. M. Myers, and V. L. Kramer. 2002.The Dark Side
Of Stormwater Runoff Management: Disease Vectors Associated With Structural BMPs.
Stormwater 3(2) 24-39
' Santana, F., J. Wood, R. Parsons, and S. Chamberlain. 1994 Control of Mosquito Breeding in
Permitted Stormwater Systems. Prepared for Southwest Florida Water Management District,
' Brooksville, FL.
Schueler,T. 1997. Influence of Ground Water on Performance of Stormwater Ponds in Florida.
Watershed Protection Techniques 2(4):525-528.
' Watershed Management Institute (WMI). 1997. Operation,Maintenance, and Management of
Storm water Management Systems. Prepared for U.S. Environmental Protection Agency, Office
' of Water. Washington, DC.
Young, G.K., et al., 1996,Evaluation and Management of Highway Runoff Water Quality,
' Publication No. FHWA-PD-96-032, U.S. Department of Transportation, Federal Highway
Administration, Office of Environment and Planning.
Information Resources
' Center for Watershed Protection(CWP), Environmental Quality Resources, and Loiederman
Associates. 1997.Maryland Stormwater Design Manual. Draft. Prepared for Maryland
Department of the Environment, Baltimore, MD.
' Center for Watershed Protection(CWP). 1997. Stormwa ter BMP Design Supplement for Cold
Climates. Prepared for U.S. Environmental Protection Agency, Office of Wetlands, Oceans and
' Watersheds. Washington, DC.
U.S. Environmental Protection Agency(USEPA). 1993. Guidance Specifying Management
Measures for Sources of Nonpoint Pollution in Coastal Waters. EPA-840-B-92-002. U.S.
' Environmental Protection Agency, Office of Water, Washington DC.
1
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' TC-22 Extended Detention Basin
'
OF SAFETY MAXIMUMELEVATION
STORM -\ '
MAXIMUM ELEVATIDN /�r . i-" ......... <<c EMERGENCY
/ VEGETATION RETAINED
AQUATIC
BENCH
INFLOW SEDIMENT
FOREBAY
OUTFALL
c`t f y MIGROPOOL
' PLAN VIEW
1
EMBANKMENT
' - - RISER
t W YEAR LEVEL
III n 10 YEAR LEVEL SPILLWAY
I41fIN, - O p,or 2 YEAR LEVEL
L
I. II
1111__ HOOD =ill I�IIi I
_ n Li VIII.
INFLOW.I. ._ -"II ILII STABLE
=11:1=1111'=111P' -
II _ OUTFALL
-IIIL�1111- III',-611 —
FOREBAv MICROPDDL BARREL }
ANTE-SEEPCOLLAR ar /
FILTER C APHRAGM
PROFILE
' Schematic of an Extended Detention Basin (IMIDE, 2000)
' 10 of 10 California Stormwater BMP Handbook January 2003
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' Vegetated Swale TC-30
Design Considerations
' k 7
F u k ■ Tributary Area
■ Area Required
■ Slope
} �: ■ Water Availability
k 3�
s
M ••� "ice _ .w
Description
' Vegetated swales are open, shallow channels with vegetation
covering the side slopes and bottom that collect and slowly Targeted Constituents
convey runoff flow to downstream discharge points. They are 0 Sediment
' designed to treat runoff through filtering by the vegetation in the 0 Nutrients •
channel, filtering through a subsoil matrix, and/or infiltration 0 Trash •
into the underlying soils. Swales can be natural or manmade. 0 Metals
They trap particulate pollutants(suspended solids and trace 0 Bacteria •
' metals), promote infiltration, and reduce the flow velocity of 0 Oil and Grease
stormwater runoff. Vegetated swales can serve as part of a
stormwater drainage system and can replace curbs,gutters and Organics
' storm sewer systems. Legend(Removal Effectiveness)
California Experience • Low ■ High
Caltrans constructed and monitored six vegetated swales in ♦ Medium
' southern California. These swales were generally effective in
reducing the volume and mass of pollutants in runoff. Even in
' the areas where the annual rainfall was only about 10 inches/yr,
the vegetation did not require additional irrigation. One factor
that strongly affected performance was the presence of large
numbers of gophers at most of the sites. The gophers created
' earthen mounds, destroyed vegetation, and generally reduced the
effectiveness of the controls for TSS reduction.
' Advantages
■ If properly designed, vegetated, and operated, swales can
serve as an aesthetic, potentially,inexpensive urban
' development or roadway drainage conveyance measure with
significant collateral water quality benefits.
{ 111l ml A'I.
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' TC-30 Vegetated Swale
■ Roadside ditches should be regarded as significant potential swale/buffer strip sites and
should be utilized for this purpose whenever possible.
' Limitations
• Can be difficult to avoid channelization.
■ May not be appropriate for industrial sites or locations where spills may occur
' ■ Grassed swales cannot treat a very large drainage area. Large areas may be divided and
treated using multiple swales.
■ A thick vegetative cover is needed for these practices to function properly.
■ They are impractical in areas with steep topography.
' ■ They are not effective and may even erode when flow velocities are high, if the grass cover is
not properly maintained.
' in In some places,their use is restricted by law: many local municipalities require curb and
gutter systems in residential areas.
' ■ Swales are mores susceptible to failure if not properly maintained than other treatment
BMPs.
' Design and Sizing Guidelines
■ Flow rate based design determined by local requirements or sized so that 85%of the annual
runoff volume is discharged at less than the design rainfall intensity.
' ■ Swale should be designed so that the water level does not exceed 2/3rds the height of the
grass or 4 inches,which ever is less, at the design treatment rate.
' ■ Longitudinal slopes should not exceed 2.5%
■ Trapezoidal channels are normally recommended but other configurations, such as
' parabolic, can also provide substantial water quality improvement and may be easier to mow
than designs with sharp breaks in slope.
■ Swales constructed in cut are preferred, or in fill areas that are far enough from an adjacent
' slope to minimize the potential for gopher damage. Do not use side slopes constructed of
fill,which are prone to structural damage by gophers and other burrowing animals.
■ A diverse selection of low growing, plants that thrive under the specific site,climatic, and
watering conditions should be specified. Vegetation whose growing season corresponds to
the wet season are preferred. Drought tolerant vegetation should be considered especially
for swales that are not part of a regularly irrigated landscaped area.
' ■ The width of the swale should be determined using Manning's Equation using a value of
0.25 for Mannings n.
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' Vegetated Swale TC-30
' Construction/Inspection Considerations
■ Include directions in the specifications for use of appropriate fertilizer and soil amendments
based on soil properties determined through testing and compared to the needs of the
vegetation requirements.
■ Install swales at the time of the year when there is a reasonable chance of successful
establishment without irrigation; however, it is recognized that rainfall in a given year may
' not be sufficient and temporary irrigation may be used.
■ If sod tiles must be used,they should be placed so that there are no gaps between the tiles;
' stagger the ends of the tiles to prevent the formation of channels along the swale or strip.
■ Use a roller on the sod to ensure that no air pockets form between the sod and the soil.
' ■ Where seeds are used, erosion controls will be necessary to protect seeds for at least 75 days
after the first rainfall of the season.
' Performance
The literature suggests that vegetated swales represent a practical and potentially effective
technique for controlling urban runoff quality. While limited quantitative performance data
exists for vegetated swales, it is known that check dams, slight slopes, permeable soils, dense
grass cover, increased contact time, and small storm events all contribute to successful pollutant
removal by the Swale system. Factors decreasing the effectiveness of swales include compacted
soils, short runoff contact time, large storm events, frozen ground, short grass heights, steep
' slopes, and high runoff velocities and discharge rates.
Conventional vegetated swale designs have achieved mixed results in removing particulate
' pollutants. A study performed by the Nationwide Urban Runoff Program(NURP)monitored
three grass swales in the Washington, D.C., area and found no significant improvement in urban
runoff quality for the pollutants analyzed. However, the weak performance of these swales was
' attributed to the high flow velocities in the swales, soil compaction, steep slopes, and short grass
height.
Another project in Durham, NC, monitored the performance of a carefully designed artificial
' swale that received runoff from a commercial parking lot.The project tracked a storms and
concluded that particulate concentrations of heavy metals (Cu, Pb,Zn, and Cd)were reduced by
approximately 5o percent. However,the Swale proved largely ineffective for removing soluble
nutrients.
The effectiveness of vegetated swales can be enhanced by adding check dams at approximately
17 meter(50 foot)increments along their length(See Figure 1). These dams maximize the
' retention time within the swale, decrease flow velocities, and promote particulate settling.
Finally,the incorporation of vegetated filter strips parallel to the top of the channel banks can
help to treat sheet flows entering the swale.
' Only 9 studies have been conducted on all grassed channels designed for water quality(Table 1).
The data suggest relatively high removal rates for some pollutants, but negative removals for
' some bacteria, and fair performance for phosphorus.
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' TC-30 Vegetated Swale
' Table 1 Grassed swale pollutant removal efficiency data
Removal Efficiencies(%Removal)
' Study TSS TP TN NO, Metals Bacteria Type
Caltrans 2002 77 8 67 66 83-90 -33 dry swales
' Goldberg1993 67.8 4.5 - 31.4 42-62 -loo grassed channel
Seattle Metro and Washington 6o 45 -25 2-16 -25 grassed channel
Department of Ecology 1992
' Seattle Metro and Washington 83 29 - -25 46-73 -25 grassed channel
Department of Ecology,1992
Wang et al.,1981 So - - - 70-80 - dry Swale
' Dorman at al.,1989 98 18 - 45 37-81 - dry swale
Harper,1988 87 83 84 80 88-90 dry Swale
' Karcher et al.,1983 99 99 99 99 99 - dry Swale
Harper,1988. 81 17 40 52 37-69 wetswale
' Koon,1995 67 39 - 9 -35 to 6 - wetswale
' While it is difficult to distinguish between different designs based on the small amount of
available data,grassed channels generally have poorer removal rates than wet and dry swales,
although some swales appear to export soluble phosphorus (Harper, 1988; Koon, 1995) It is not
' clear why swales export bacteria. One explanation is that bacteria thrive in the warm swale
soils.
Siting Criteria
' The suitability of a swale at a site will depend on land use, size of the area serviced, soil type,
slope, imperviousness of the contributing watershed, and dimensions and slope of the Swale
system(Schueler et al., 1992). In general, swales can be used to serve areas of less than 10 acres,
' with slopes no greater than 5 %. Use of natural topographic lows is encouraged and natural
drainage courses should be regarded as significant local resources to be kept in use(Young et al.,
1996).
Selection Criteria(NCTCOG, 1993)
■ Comparable performance to wet basins
■ Limited to treating a few acres
■ Availability of water during dry periods to maintain vegetation
' ■ Sufficient available land area
Research in the Austin area indicates that vegetated controls are effective at removing pollutants
' even when dormant. Therefore, irrigation is not required to maintain growth during dry
periods, but may be necessary only to prevent the vegetation from dying.
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' Vegetated Swale TC-30
' The topography of the site should permit the design of a channel with appropriate slope and
cross-sectional area. Site topography may also dictate a need for additional structural controls.
Recommendations for longitudinal slopes range between 2 and 6 percent. Flatter slopes can be
' used, if sufficient to provide adequate conveyance. Steep slopes increase flow velocity, decrease
detention time, and may require energy dissipating and grade check. Steep slopes also can be
managed using a series of check dams to terrace the swale and reduce the slope to within
acceptable limits. The use of check dams with swales also promotes infiltration.
' Additional Design Guidelines
Most of the design guidelines adopted for swale design specify a minimum hydraulic residence
time of 9 minutes. This criterion is based on the results of a single study conducted in Seattle,
Washington(Seattle Metro and Washington Department of Ecology,1992), and is not well
supported.Analysis of the data collected in that study indicates that pollutant removal at a
' residence time of 5 minutes was not significantly different, although there is more variability in
that data. Therefore, additional research in the design criteria for swales is needed. Substantial
pollutant removal has also been observed for vegetated controls designed solely for conveyance
(Barrett et al, 1998); consequently, some flexibility in the design is warranted.
' Many design guidelines recommend that grass be frequently mowed to maintain dense coverage
near the ground surface. Recent research(Colwell et al., 20oo) has shown mowing frequency or
' grass height has little or no effect on pollutant removal.
Summary of Design Recommendations
' 1) The swale should have a length that provides a minimum hydraulic residence time of
at least 10 minutes. The maximum bottom width should not exceed 10 feet unless a
dividing berm is provided. The depth of flow should not exceed 2/3rds the height of
the grass at the peak of the water quality design storm intensity. The channel slope
' should not exceed 2.5%.
2) A design grass height of 6 inches is recommended.
' 3) Regardless of the recommended detention time,the swale should be not less than
loo feet in length.
' 4) The width of the swale should be determined using Manning's Equation, at the peak
of the design storm, using a Mannings n of 0.25.
' 5) The Swale can be sized as both a treatment facility for the design storm and as a
conveyance system to pass the peak hydraulic flows of the loo-year storm if it is
located"on-line." The side slopes should be no steeper than 3:1(H:V).
' 6) Roadside ditches should be regarded as significant potential swale/buffer strip sites
and should be utilized for this purpose whenever possible. If flow is to be introduced
through curb cuts, place pavement slightly above the elevation of the vegetated areas.
Curb cuts should be at least 12 inches wide to prevent clogging.
7) Swales must be vegetated in order to provide adequate treatment of runoff. It is
' important to maximize water contact with vegetation and the soil surface. For
general purposes, select fine, close-growing,water-resistant grasses. If possible,
divert runoff(other than necessary irrigation)during the period of vegetation
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TC-30 Vegetated Swale
establishment. Where runoff diversion is not possible, cover graded and seeded
areas with suitable erosion control materials.
Maintenance
The useful life of a vegetated swale system is directly proportional to its maintenance frequency.
If properly designed and regularly maintained, vegetated swales can last indefinitely. The
maintenance objectives for vegetated Swale systems include keeping up the hydraulic and
removal efficiency of the channel and maintaining a dense, healthy grass cover.
Maintenance activities should include periodic mowing(with grass never cut shorter than the
design flow depth), weed control, watering during drought conditions, reseeding of bare areas,
and clearing of debris and blockages. Cuttings should be removed from the channel and
disposed in a local composting facility. Accumulated sediment should also be removed
manually to avoid concentrated flows in the swale. The application of fertilizers and pesticides
should be minimal.
Another aspect of a good maintenance plan is repairing damaged areas within a channel. For
example, if the channel develops ruts or holes, it should be repaired utilizing a suitable soil that
is properly tamped and seeded. The grass cover should be thick; if it is not, reseed as necessary.
Any standing water removed during the maintenance operation must be disposed to a sanitary
sewer at an approved discharge location. Residuals (e.g., silt, grass cuttings)must be disposed
in accordance with local or State requirements. Maintenance of grassed swales mostly involves
maintenance of the grass or wetland plant cover. Typical maintenance activities are
summarized below:
■ Inspect swales at least twice annually for erosion, damage to vegetation, and sediment and
debris accumulation preferably at the end of the wet season to schedule summer
maintenance and before major fall runoff to be sure the Swale is ready for winter. However,
additional inspection after periods of heavy runoff is desirable. The swale should be checked
for debris and litter, and areas of sediment accumulation.
■ Grass height and mowing frequency may not have a large impact on pollutant removal.
Consequently, mowing may only be necessary once or twice a year for safety or aesthetics or
to suppress weeds and woody vegetation.
' ■ Trash tends to accumulate in swale areas, particularly along highways. The need for litter
removal is determined through periodic inspection, but litter should always be removed
prior to mowing.
■ Sediment accumulating near culverts and in channels should be removed when it builds up
' to 75 mm(3 in.)at any spot, or covers vegetation.
■ Regularly inspect swales for pools of standing water. Swales can become a nuisance due to
mosquito breeding in standing water if obstructions develop (e.g. debris accumulation,
invasive vegetation)and/or if proper drainage slopes are not implemented and maintained.
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' Vegetated Swale TC-30
' Cost
Construction Cost
Little data is available to estimate the difference in cost between various Swale designs. One
' study(SWRPC, 1991) estimated the construction cost of grassed channels at approximately
$0.25 per ft2. This price does not include design costs or contingencies. Brown and Schueler
(1997)estimate these costs at approximately 32 percent of construction costs for most
' stormwater management practices. For swales, however, these costs would probably be
significantly higher since the construction costs are so low compared with other practices. A
more realistic estimate would be a total cost of approximately $0.5o per ft2, which compares
favorably with other stormwater management practices.
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TC-30 Vegetated Swale
Table 2 Swale Cost Estimate (SEWRPC, 1991)
Unit Cost Total Cost
Component Unit Extent Low Moderate High Low Moderate High
Mabiloalion/ Swale 1 $107 $274 $441 $107 $274 $441
Demobiliza lion-Light
Ste Preparation
Clearing°................ Acre 0.5 $2,200 $3,800 $5.400 $1,100 $1,900 $2,700
Grubbil.............. Acro 0.25 $3,600 $5200 $6,600 $950 $1,300 $100
Gareml Yd' 372 $2.10 $3.70 $55.30 $781 $1,376 $1,912
Enavati orP..........,.
Level and Till'........ Yd' 1,210 $0.20 $0.35 $050 $242 $424 $605
Sites Development
Seed, ad Mulchr Yd' 1,210 $0.40 $1.00 $1.60 $484 $1,210 $1,936
opsofl
Seed, and Mulch..
Soda...................... Yd' 1,210 $1.20 $2.40 $3.60 $1,452 $2,904 $4.356
subtotal -- — -- — -- $5,116 $9,388 $13,660
Contingencies Swale 1 25% 25% 25% $1,279 $2,347 $3,415
Total $6,395 $11.735 $17,075
Source: (SEWRPC, 1991)
Note: Mob!lizatorWemobilization refers to th a organizalicn and planning involved inestablishing avegetatveswele,
°Swale has a bottom width of 1,0 toot, a top width of 10 feet with 1:3 side slopes, and a 1,0 W-toot length.
°Area cleared =(top width+10 Teeq x Swale length.
`Area grubbed=(lop width x swale length).
'Volume excavated-(0.67 x top width x swale depth)x Swale length(parabolic cross-sectlon).
'Area tilled-(top wldth + B(swale deotl x swale length(parabolic cross-section).
3(top width)
'Area seeded-area cleared x 0.5.
+Area sodded = area cleared x 0.5.
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M = = M M M
Vegetated Swale TC-30
Table 3 Estimated Maintenance Costs (SEWRPC, 1991)
Swale Size
(Depth and Top Width)
Componenl Unit Cost 1.5 Foot Depth,One- 3-Foot Depth,3-Foot Comment
Foot Bottom Width, Bottom Width,21-Foot
10-Foot Top Width TopWidlh
Lawn Mowing $0.8511,0001P1 mowing $0.1411inearfoot $0.211 linear foot Lawn maintenance arm=(top
width+10fmt)a length. Maw
eight times per year
General Lawn Care $9.0011,000ft/year 90.18/linearfoot $0.281 linear foot Lawn maintenance arm=pop
width+10 foot)x le ngih
Swale Debris and Litter $0.10/linear foot l year $0.101 linearfoot $0.101 linear foot —
Removal
Grass Rosoeding with $0.301 yd' $001 Ylinmrfoot $00111inearfoot Area rovegatatod equals l%
Mulch and Fertilizer of lawn maintonsucs area per
year
Program Administraeon and $0.151linear foot/year, $0.15 flinearfoot $0.1511ineerfoot Inspect fourtlmas per year
Swale Inspection plus$251 inspection
Total -- $0.581 linear toot $0.751 linear foot
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t TC-30 Vegetated Swale
' Maintenance Cost
Caltrans(2002)estimated the expected annual maintenance cost for a swale with a tributary
area of approximately 2 ha at approximately $2,700. Since almost all maintenance consists of
' mowing, the cost is fundamentally a function of the mowing frequency. Unit costs developed by
SEWRPC are shown in Table 3. In many cases vegetated channels would be used to convey
runoff and would require periodic mowing as well, so there may be little additional cost for the
water quality component. Since essentially all the activities are related to vegetation
' management, no special training is required for maintenance personnel.
References and Sources of Additional Information
' Barrett, Michael E., Walsh, Patrick M., Malina, Joseph F.,Jr., Charbeneau, Randall J, 1998,
"Performance of vegetative controls for treating highway runoff,"ASCEJournal of
Environmental Engineering, V01. 124, No. 11, pp. 1121-1128.
' Brown, W., and T. Schueler. 1997. The Economics ofStormwaterBMPsintheMid-Atlantic
Region. Prepared for the Chesapeake Research Consortium, Edgewater, MD, by the Center for
Watershed Protection, Ellicott City, MD.
' Center for Watershed Protection(CWP). 1996. Design of Storm water Filtering Systems.
Prepared for the Chesapeake Research Consortium, Solomons, MD, and USEPA Region V,
' Chicago, IL, by the Center for Watershed Protection, Ellicott City, MD.
Colwell, Shanti R., Horner, Richard R., and Booth, Derek B., 2000. Characterization of
Performance Predictors and Eva luationofMowingPractices inBigflltrotion Swales. Report
' to King County Land And Water Resources Division and others by Center for Urban Water
Resources Management, Department of Civil and Environmental Engineering, University of
Washington,Seattle, WA
Dorman, M.E., J. Hartigan, R.F. Ste& and T. Quasebarth. 1989.Retention,Detention and
Overland F2owforPollutant Removal From Highway Stormwater Runoff. Vol. J. FHWA/RD
' 89/202. Federal Highway Administration,Washington, DC.
Goldberg. 1993. Dayton Avenue Swale BiofdtrationStudy. Seattle Engineering Department,
Seattle,WA.
' Harper, H. 1988.Effects of Storm water Management Systems on Groundwater Quality.
Prepared for Florida Department of Environmental Regulation,Tallahassee, FL, by
Environmental Research and Design, Inc., Orlando, FL.
Kercher, W.C.,J.C. Landon, and R. Massarelli. 1983. Grassy swales prove cost-effective for
water pollution control. Public Works, 16: 53-55.
' Koon, J. 1995. Evaluation of Water Quality Ponds andSwalesinthelssaquah/EastLake
Sammarnish Basins. King County Surface Water Management, Seattle, WA, and Washington
' Department of Ecology, Olympia, WA.
Metzger, M. E., D. F. Messer, C. L. Beitia, C. M. Myers, and V. L. Kramer. 2oo2.The Dark Side
Of Stormwater Runoff Management: Disease Vectors Associated With Structural BMPs.
Stormwater 3(2): 24-39 Oakland, P.H. 1983. An evaluation of stormwater pollutant removal
' 10 of 13 California Stormwater BMP Handbook January 2003
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' Vegetated Swale TC-30
' through grassed swale treatment. In Proceedings of the International Symposium of Urban
Hydrology,Hydraulics and Sediment Control,Lexington, KY. pp. 173-182.
Occoquan Watershed Monitoring Laboratory. 1983. Final Report: Metropolitan Washington
' Urban Runoff Project. Prepared for the Metropolitan Washington Council of Governments,
Washington, DC, by the Occoquan Watershed Monitoring Laboratory, Manassas, VA.
' Pitt, R., and J. McLean. 1986. Toronto Area Watershed Management Strategy Study: Humber
River Pilot Watershed Project. Ontario Ministry of Environment,Toronto, ON.
Schueler,T. 1997. Comparative Pollutant Removal Capability of Urban BMPs: A reanalysis.
Watershed Protection Techniques 2(2):379-383
Seattle Metro and Washington Department of Ecology. 1992. Biofiltration Swale Performance:
' Recommendations and Design Considerations. Publication No. 657. Water Pollution Control
Department, Seattle, WA.
' Southeastern Wisconsin Regional Planning Commission(SWRPC). 1991. Costs of Urban
Nonpoint Source Water Pollution Control Measures.Technical report no. 31. Southeastern
Wisconsin Regional Planning Commission, Waukesha, WI.
U.S. EPA, 1999, Stormwater Fact Sheet: Vegetated Swales, Report # 832-F-99-o06
http://www.epa.gov/owm/mtb/veg3wale.pdf, Office of Water,Washington DC.
' Wang, T., D. Spyridakis, B. Mar, and R. Horner. 1981. Transport,Deposition and Control of
Heavy Metals in Highway Runoff. FHWA-WA-RD-39-10. University of Washington,
Department of Civil Engineering, Seattle, WA.
' Washington State Department of Transportation, 1995,Highway RunoffManual, Washington
State Department of Transportation, Olympia, Washington.
Welborn,C., and J.Veenhuis. 1987. Effects of Runoff Controls on the Quantity and Quality of
Urban Runoff in Two Locations in Austin, TX. USGS Water Resources Investigations Report
No. 87-4004. U.S. Geological Survey, Reston,VA.
' Yousef,Y.,M.Wanielista, H. Harper, D. Pearce, and R.Tolbert. 1985. Best Management
Practices: Removal of Highway Contaminants By Roadside Swales. University of Central
Florida and Florida Department of Transportation, Orlando, FL.
' Yu, S.,S. Barnes, and V. Gerde. 1993 Testing of Best Management Practicesfor Controlling
Highway Runoff. FHWA/VA-93-R16. Virginia Transportation Research Council,
' Charlottesville, VA.
Information Resources
Maryland Department of the Environment(MDE). 2000. Maryland Stormwater Design
' Manual. www.mde.state.md.us/environment/wma/stormwate=anual. Accessed May 22,
2001.
' Reeves, E. 1994 Performance and Condition of Biofilters in the Pacific Northwest. Watershed
Protection Techniques 1(3):117-119.
' January 2003 California Stormwater BMP Handbook 11 of 13
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' TC-30 Vegetated Swale
' Seattle Metro and Washington Department of Ecology. 1992.Biofiltration Swale Performance.
Recommendations and Design Considerations. Publication No. 657. Seattle Metro and
Washington Department of Ecology, Olympia, WA.
' USEPA1993 Guidance Specifying ManagementMeasuresfor Sources ofNonpoint Pollution in
Coastal Waters. EPA-84o-B-92-002. U.S. Environmental Protection Agency, Office of Water.
Washington, DC.
' Watershed Management Institute (WMI). 1997. Operation,Maintenance, and Management of
Stormwater Management Systems. Prepared for U.S. Environmental Protection Agency, Office
' of Water. Washington, DC, bythe Watershed Management Institute, Ingleside, MD.
1
' 12 of 13 California Stormwater BMP Handbook January 2003
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' Vegetated Swale TC-30
i
l I
PIi&fvr WVnr (w) Crw..a<twn ofsoak w in chcek Jum.
pnaectlan.
Ixi.
L
i
i
D f
U
urn
Notation:
L =Dongm dsaak impomdmont aro.+por Ch-CN Jsn iRj (h) Dimconiooul Ylcw of ewnlc intgmnJmcnl nrrn.
Rs =hcpth ofchcc1 Jam(tf
W =Top width
thoof Check
jin(f
' W Top Mwi width
Jam(fp
Z, =Rono o witlro of Chock Jmn(tti
Zgp=Ratio d horizontal io vortinl change in swab side slope ittlh
1
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' Bioretention TC-32
Design Considerations
■ Soil forinfiltration
to f Eby, �7 fi�erS" .
` ■ Tributary Area■ Slope
�.
i7�� v jf s ,.. ■ Aesthetics
■ EnvironmentalSide•effects
"
Description
' The bioretention best management practice(BMP)functions as a Targeted Constituents
soil and plant-based filtration device that removes pollutants
through a variety of physical, biological, and chemical treatment E Sediment ■
processes. These facilities normally consist of a grass buffer Nutrients
strip, sand bed, ponding area, organic layer or mulch layer, Trash ■
planting soil, and plants. The runoffs velocity is reduced by E Metals ■
' passing over or through buffer strip and subsequently distributed E Bacteria ■
evenly along a ponding area. Exfiltration of the stored water in Q Oil and Grease ■
the bioretention area planting soil into the underlying soils E Organics ■
occurs over a period of days. Legend(Removal Effecrfveness)
California Experience ■ Low ■ High
None documented. Bioretention has been used as a stormwater ♦ Medium
BMP since 1992. In addition to Prince George's County, MD and
Alexandria, VA, bioretention has been used successfully at urban
and suburban areas in Montgomery County, MD; Baltimore
' County, MD; Chesterfield County, VA; Prince William County,
VA; Smith Mountain Lake State Park, VA; and Cary, NC.
Advantages
' ■ Bioretention provides stormwater treatment that enhances
the quality of downstream water bodies by temporarily
storing runoff in the BMP and releasing it over a period of
four days to the receiving water(EPA, 1999).
■ The vegetation provides shade and wind breaks, absorbs
noise, and improves an area's landscape. r -
Limitations
' ■ The bioretention BMP is not recommended for areas with
slopes greater than 20%or where mature tree removal would • ® `
:-ni rriuir.srn;uvnrrn
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TC-32 Bioretention
' be required since clogging may result, particularly if the BMP receives runoff with high
sediment loads(EPA, 1999).
' ■ Bioretention is not a suitable BMP at locations where the water table is within 6 feet of the
ground surface and where the surrounding soil stratum is unstable.
■ By design, bioretention BMPs have the potential to create very attractive habitats for
t mosquitoes and other vectors because of highly organic, often heavily vegetated areas mixed
with shallow water.
' ■ In cold climates the soil may freeze, preventing runoff from infiltrating into the planting soil.
Design and Sizing Guidelines
' ■ The bioretention area should be sized to capture the design storm runoff.
■ In areas where the native soil permeability is less than 0.5 in/hr an underdrain should be
provided.
' ■ Recommended minimum dimensions are 15 feet by 40 feet, although the preferred width is
25 feet. Excavated depth should be 4 feet.
' ■ Area should drain completely within 72 hours.
■ Approximately 1 tree or shrub per 50 ftp of bioretention area should be included.
' ■ Cover area with about 3 inches of mulch.
' Construction/Inspection Considerations
Bioretention area should not be established until contributing watershed is stabilized.
Performance
Bioretention removes stormwater pollutants through physical and biological processes,
including adsorption, filtration, plant uptake, microbial activity, decomposition, sedimentation
and volatilization(EPA, 1999). Adsorption is the process whereby particulate pollutants attach
' to soil(e.g., clay)or vegetation surfaces. Adequate contact time between the surface and
pollutant must be provided for in the design of the system for this removal process to occur.
Thus, the infiltration rate of the soils must not exceed those specified in the design criteria or
' pollutant removal may decrease. Pollutants removed by adsorption include metals, phosphorus,
and hydrocarbons. Filtration occurs as runoff passes through the bioretention area media, such
as the sand bed, ground cover, and planting soil.
' Common particulates removed from stormwater include particulate organic matter,
phosphorus, and suspended solids. Biological processes that occur in wetlands result in
pollutant uptake by plants and microorganisms in the soil. Plant growth is sustained by the
' uptake of nutrients from the soils, with woody plants locking up these nutrients throughthe
seasons. Microbial activity within the soil also contributes to the removal of nitrogen and
organic matter. Nitrogen is removed by nitrifying and denitrifying bacteria, while aerobic
' bacteria are responsible for the decomposition of the organic matter. Microbial processes
require oxygen and can result in depleted oxygen levels if the bioretention area is not adequately
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' Bioretention TC-32
' aerated. Sedimentation occurs in the Swale or ponding area as the velocity slows and solids fall
out of suspension.
' The removal effectiveness of bioretention has been studied during field and laboratory studies
conducted by the University of Maryland(Davis et al, 1998). During these experiments,
synthetic stormwater runoff was pumped through several laboratory and field bioretention areas
to simulate typical storm events in Prince George's County, MD. Removal rates for heavy metals
' and nutrients are shown in Table 1.
Table 1 Laboratory and Estimated
Bioretention Davis et al. (1998);
PGDER (1993)
Pollutant Removal Rate
' Total Phosphorus 20-83%
Metals(Cu,Zn,Pb) 93-98%
' TKN 68-80%
Total Suspended Solids 90%
' Organics 90%
Bacteria 90%
Results for boththe laboratory and field experiments were similar for each of the pollutants
' analyzed. Doubling or halving the influent pollutant levels had little effect on the effluent
pollutants concentrations (Davis et al, 1998).
The microbial activity and plant uptake occurring in the bioretention area will likely result in
higher removal rates than those determined for infiltration BMPs.
Siting Criteria
' Bioretention BMPs are generally used to treat stormwater from impervious surfaces at
commercial, residential, and industrial areas(EPA, 1999). Implementation of bioretention for
stormwater management is ideal for median strips, parking lot islands, and swales. Moreover,
' the runoff in these areas can be designed to either divert directly into the bioretention area or
convey into the bioretention area by a curb and gutter collection system.
The best location for bioretention areas is upland from inlets that receive sheet flow from graded
' areas and at areas that will be excavated(EPA, 1999). In order to maximize treatment
effectiveness,the site must be graded in such a way that minimizes erosive conditions as sheet
flow is conveyed to the treatment area. Locations where a bio retention area can be readily
' incorporated into the site plan without further environmental damage are preferred.
Furthermore, to effectively minimize sediment loading in the treatment area,bioretention only
should be used in stabilized drainage areas.
t
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' TC-32 Bioretention
' Additional Design Guidelines
The layout of the bioretention area is determined after site constraints such as location of
utilities, underlying soils, existing vegetation, and drainage are considered(EPA, 1999). Sites
' with loamy sand soils are especially appropriate for bioretention because the excavated soil can
be backfilled and used as the planting soil, thus eliminating the cost of importing planting soil.
' The use of bioretention may not be feasible given an unstable surrounding soil stratum, soils
with clay content greater than 25 percent, a site with slopes greater than 20 percent, and/or a
site with mature trees that would be removed during construction of the BMP.
' Bioretention can be designed to be off-line or on-line of the existing drainage system(EPA,
1999)• The drainage area for a bioretention area should be between o.1 and 0.4 hectares(0.25
and 1.o acres). Larger drainage areas may require multiple bioretention areas. Furthermore,
' the maximum drainage area for a bioretention area is determined by the expected rainfall
intensity and runoff rate. Stabilized areas may erode when velocities are greater than 5 feet per
second(1.5 meter per second). The designer should determine the potential for erosive
conditions at the site.
The size of the bioretention area, which is a function of the drainage area and the runoff
generated from the area is sized to capture the water quality volume.
' The recommended minimum dimensions of the bioretention area are 15 feet 46 meters)wide
by 40 feet(12.2 meters)long, where the minimum width allows enough space for a dense,
randomly-distributed area of trees and shrubs to become established. Thus replicating a natural
forest and creating a microclimate, thereby enabling the bioretention area to tolerate the effects
of heat stress, acid rain, runoff pollutants, and insect and disease infestations which landscaped
areas in urban settings typically are unable to tolerate. The preferred width is 25 feet(7.6
' meters), with a length of twice the width. Essentially, any facilities wider than 20 feet(6.1
meters)should be twice as long as they are wide, which promotes the distribution of flow and
decreases the chances of concentrated flow.
In order to provide adequate storage and prevent water from standing for excessive periods of
time the ponding depth of the bioretention area should not exceed 6 inches(15 centimeters).
Water should not be left to stand for more than 72 hours. A restriction on the type of plants that
can be used may be necessary due to some plants'water intolerance. Furthermore, if water is
left standing for longer than 72 hours mosquitoes and other insects may start to breed.
' The appropriate planting soil should be backfilled into the excavated bioretention area. Planting
soils should be sandy loam, loamy sand, or loam texture with a clay content ranging from 10 to
25 percent.
' Generally the soil should have infiltration rates greater than 0.5 inches(1.25 centimeters)per
hour, which is typical of sandy loams, loamy sands, or loams. The pH of the soil should range
between 5.5 and 6.5,where pollutants such as organic nitrogen and phosphorus can be adsorbed
' by the soil and microbial activity can flourish. Additional requirements for the planting soil
include a 1.5 to 3 percent organic content and a maximum 500 ppm concentration of soluble
salts.
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' Bioretention TC-32
' Soil tests should be performed for every Soo cubic yards (382 cubic meters)of planting soil,
with the exception of pH and organic content tests, which are required only once per
bioretention area(EPA, 1999). Planting soil should be 4 inches(10.1 centimeters)deeper than
' the bottom of the largest root ball and 4 feet(1.2 meters)altogether. This depth will provide
adequate soil for the plants' root systems to become established, prevent plant damage due to
severe wind, and provide adequate moisture capacity. Most sites will require excavation in
order to obtain the recommended depth.
Planting soil depths of greater than 4 feet(1.2 meters)may require additional construction
practices such as shoring measures (EPA, 1999). Planting soil should be placed in 18 inches or
' greater lifts and lightly compacted until the desired depth is reached. Since high canopy trees
may be destroyed during maintenance the bioretention area should be vegetated to resemble a
terrestrial forest community ecosystem that is dominated by understory trees. Three species
each of both trees and shrubs are recommended to be planted at a rate of 2500 trees and shrubs
per hectare (l000 per acre). For instance, a 15 foot(4.6 meter)by 40 foot(12.2 meter)
bioretention area(60o square feet or 5575 square meters)would require 14 trees and shrubs.
The shrub-to-tree ratio should be 2:1 to 3:1.
Trees and shrubs should be planted when conditions are favorable. Vegetation should be
watered at the end of each day for fourteen days following its planting. Plant species tolerant of
' pollutant loads and varying wet and dry conditions should be used in the bioretention area.
The designer should assess aesthetics, site layout, and maintenance requirements when
' selecting plant species. Adjacent non-native invasive species should be identified and the
designer should take measures, such as providing a soil breach to eliminate the threat of these
species invading the bio retention area. Regional landscaping manuals should be consulted to
ensure that the planting of the bioretention area meets the landscaping requirements
' established by the local authorities. The designers should evaluate the best placement of
vegetation within the bioretention area. Plants should be placed at irregular intervals to
replicate a natural forest. Trees should be placed on the perimeter of the area to provide shade
and shelter from the wind. Trees and shrubs can be sheltered from damaging flows if they are
placed away from the path of the incoming runoff. In cold climates, species that are more
tolerant to cold winds, such as evergreens, should be placed in windier areas of the site.
Following placement of the trees and shrubs, the ground cover and/or mulch should be
established. Ground cover such as grasses or legumes can be planted at the beginning of the
growing season. Mulch should be placed immediately after trees and shrubs are planted. Two
' to 3 inches(5 to 7.6 cm)of commercially-available fine shredded hardwood mulch or shredded
hardwood chips should be applied to the bioretention area to protect from erosion.
' Maintenance
The primary maintenance requirement for bioretention areas is that of inspection and repair or
replacement of the treatment area's components. Generally, this involves nothing more than the
' routine periodic maintenance that is required of any landscaped area. Plants that are
appropriate for the site, climatic, and watering conditions should be selected for use in the
bioretention cell Appropriately selected plants will aide in reducing fertilizer, pesticide, water,
and overall maintenance requirements. Bioretention system components should blend over
' time through plant and root growth, organic decomposition, and the development of a natural
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1
TC-32 Bioretention
' soil horizon. These biologic and physical processes overtime will lengthen the facility's life span
and reduce the need for extensive maintenance.
' Routine maintenance should include a biannual health evaluation of the trees and shrubs and
subsequent removal of any dead or diseased vegetation(EPA, 1999) Diseased vegetation
should be treated as needed using preventative and low-toxic measures to the extent possible.
' BMPs have the potential to create very attractive habitats for mosquitoes and other vectors
because of highly organic, often heavily vegetated areas mixed with shallow water. Routine
inspections for areas of standing water within the BMP and corrective measures to restore
proper infiltration rates are necessary to prevent creating mosquito and other vector habitat. In
' addition, bioretention BMPs are susceptible to invasion by aggressive plant species such as
cattails, which increase the chances of water standing and subsequent vector production if not
routinely maintained.
In order to maintain the treatment area's appearance it may be necessary to prune and weed.
Furthermore, mulch replacement is suggested when erosion is evident or when the site begins to
look unattractive. Specifically, the entire area may require mulch replacement every two to
' three years, although spot mulching may be sufficient when there are random void areas. Mulch
replacement should be done prior to the start of the wet season.
' New Jersey's Department of Environmental Protection states in their bioretention systems
standards that accumulated sediment and debris removal(especially at the inflow point)will
normally be the primary maintenance function. Other potential tasks include replacement of
' dead vegetation, soil pH regulation, erosion repair at inflow points,mulch replenishment,
unclogging the underdrain, and repairing overflow structures. There is also the possibility that
the cation exchange capacity of the soils in the cell will be significantly reduced over time.
Depending on pollutant loads, soils may need to be replaced within 5-10 years of construction
' (LID, 2000).
Cost
' Construction Cost
Construction cost estimates for a bioretention area are slightly greater than those for the
required landscaping for a new development(EPA, 1999). A general rule of thumb(Coffman,
1999)is that residential bioretention areas average about$3 to $4 per square foot, depending on
soil conditions and the density and types of plants used. Commercial, industrial and
institutional site costs can range between$10 to $40 per square foot,based on the need for
' control structures, curbing, storm drains and underdrains.
Retrofitting a site typically costs more, averaging $6,500 per bioretention area. The higher costs
are attributed to the demolition of existing concrete, asphalt, and existing structures and the
t replacement of fill material with planting soil. The costs of retrofitting a commercial site in
Maryland, Kettering Development,with 15 bioretention areas were estimated at $n1,600.
' In any bioretention area design, the cost of plants varies substantially and can account for a
significant portion of the expenditures. While these cost estimates are slightly greater than
those of typical landscaping treatment(due to the increased number of plantings, additional soil
' excavation, backfill material, use ofunderdrains etc.),those landscaping expenses that would be
required regardless of the bioretention installation should be subtracted when determining the
net cost.
' 6 of 8 California Stormwaber BMP Handbook January 2003
New Developmentand Redevelopment
www.cabmphandbooks.com
' Bioretention TC-32
' Perhaps of most importance, however,the cost savings compared to the use of traditional
structural stormwater conveyance systems makes bioretention areas quite attractive financially.
For example,the use of bioretention can decrease the cost required for constructing stormwater
' conveyance systems at a site. A medical office building in Maryland was able to reduce the
amount of storm drain pipe that was needed from 800 to 230 feet-a cost savings of$24,000
(PGDER, 1993). And a new residential development spent a total of approximately $100,000
' using bioretention cells on each lot instead of nearly $400,000 for the traditional stormwater
ponds that were originally planned(Rappahanock, ). Also, in residential areas, stormwater
management controls become a part of each property owner's landscape, reducing the public
burden to maintain large centralized facilities.
' Maintenance Cost
The operation and maintenance costs for a bioretention facility will be comparable to those of
' typical landscaping required for a site. Costs beyond the normal landscaping fees will include
the cost for testing the soils and may include costs for a sand bed and planting soil.
' References and Sources of Additional Information
Coffman, L.S., R. Goo and R. Frederick, 1999: Low impact development: an innovative
alternative approach to stormwater management.Proceedings of the 26th Annual Water
Resources Planning and Management Conference ASCE, June 6-9, Tempe,Arizona.
' Davis, A.P., Shokouhian, M., Sharma, H. and Minami, C.,"Laboratory Study of Biological
Retention(Bioretention)for Urban Stormwater Management," Water Environ.Res., 73(1), 5-14
' (2001).
Davis, A.P., Shokouhian, M., Sharma, H., Minami, C., and Winogradoff, D. "Water Quality
' Improvement through Bioretention: Lead, Copper,and Zinc," Water Environ. Res., accepted for
publication, August 2002.
Kim, H., Seagren, E.A., and Davis, A.P., "Engineered Bioretention for Removal of Nitrate from
t Stormwater Runoff," WEFTEC2000Conference Proceedings onCDROMResearch
Symposium,Nitrogen Removal, Session 19, Anaheim CA, October 2000.
' Hsieh, C.-h. and Davis, A.P. "Engineering Bioretention for Treatment of Urban Stormwater
Runoff," Watersheds 2002,Proceedings on CDROMResearch Symposium, Session 15, Ft.
Lauderdale, FL, Feb. 2002.
Prince George's County Department of Environmental Resources (PGDER), 1993.Design
Manual for Use of Bioretention in Storm water Management. Division of Environmental
Management, Watershed Protection Branch. Landover, MD.
' U.S. EPA Office of Water, 1999. Stormwater Technology Fact Sheet: Bioretention. EPA 832-F-
99-012.
' Weinstein, N. Davis, A.P. and Veeramachaneni, R. "Low Impact Development(LID)Stormwater
Management Approach for the Control of Diffuse Pollution from Urban Roadways," 5th
International Conference Diffuse/NonpointPollution and Watershed Management
' Proceedings, C.S. Melching and Emre Alp, Eds. 2001 International Water Association
' January 2003 California Stormwaber BMP Handbook 7 of 8
New Developmentand Redevelopment
www.cabmphandbooks.com
1
' TC-32 Bioretention
' PARKING LOT SHEET FLOW
CURB STOPS—
GRASS FILTER
TOPSGRASSFILTER
' Wuv WWWYW�WYu uWWWW Y v vvuu VUW uvW vuv STRIP
YWVYW WY WY'VLV VJWWVW ♦ VVY VWVYV 4V
❑ 'GAT a• O SANG LAYER
A.
' OVERFLOW _ "'� GRAVEL CURTAIN
"CATCH BASIN" "I DRAIN OVERFLOW
' BEAM
UNDERDRAIN COLLECTION SYSTEM
PLAN VIEW
CURBSTOPSftwal
. GRAVEL
'A' CURTAIN
—� STONE DIAPHRAGM t DRAIN
1¶11=iiIIFr 'III—m IIII— II ?[.tillll
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LI
OPTIONAL SAND - I�JL� I
FILTER LAYER �I Fi"'I`��_ 11�Ill IfF�i�_,.n " rl
6"PONDING 11 llU v< :N er: —_
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' w,.N '' —FILTER FABRIC
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PIPE IN S'GRAVEL ` `
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TYPICAL SECTION
' PROFILE
Schematic of a Bioretention Facility (MDE, 2000)
1
t 8 of 8 California Stormwater BMP Handbook January 2003
New Development and Redevelopment
www.cabmphandbooks.com
1
LEGEND
1 '-"'----_- (Loeatlons are Approximate)
if Earth Units
Afu - Artificial Fill, Undocumented
1 , I Qya - Quaternary Young Alluvial Channel Deposits
iCircleO Where ewietl)
Symbols
Limits of Report
1 . ,
-Boring Location
f
1 �
Recommended Removal Depth
AfuAf . ,
to
ll f Afu s
Qya ,
f
t
i -
1 - _Mark Bergmann Stephen Poole i 1 Name: YMCA
Principa eologisY Principal Engineer - P�ect No._r__ 105922.90
GEOTECHNICAL
MAP Scale•�� "SOUTH7M1fEST,_RIVER51DELGCINLAND
61531 DATE STREET Scale;
1 MURRiETA,CAUFORNiA W5112 _ TEMECULA,CALIFORNIA Date _ November 2005 _
@ OrRca:n5l>461-1916
Sheet jio
rax: (ss1(AS1aSTT �Shee Nsr. PLATE S ---
Water Quality Management Plan (WQMP)
Southwest Riverside Family YMCA
Appendix G
' AGREEMENTS — CC&RS, COVENANT AND AGREEMENTS AND/OR OTHER
MECHANISMS FOR ENSURING ONGOING OPERATION,
' MAINTENANCE, FUNDING AND TRANSFER OF REQUIREMENTS FOR
THIS PROJECT-SPECIFIC WQMP
1
1
' September 28, 2007
DOC # 2009-0212644
t 04/30/2009 08:00A Fee:24.00
Page I of 6
Recorded in Official Records
RECORDING REQUESTED BY: County of Riverside
'
Larry
CITY OF TEMECULA Assessor, County Clerk 8 Recorder
AND WI3EN RECORDED MAIL TO: I IIII 1111111 II IIII I II I II III III II II II IIII II (�3
CITY OF TEMECULA
' 43200 Business Park Drive S R I U I PA E SIZE 1. DA MISC LONG RFD COPY
Temecula, CA 92589-9033
M A I L 1 465 1 426 1 PCOR NCORI SMF I NCHG ^�M
' I Ifs Ap$ Xe P-il ! T: CTY UNI 1/(/, I
SPACE ABOVE THIS LINE FOR RECORDER'S USE
' AGREEMENT
1
1
1
1
1
THIS PAGE ADDED TO PROVIDE ADEQUATE SPACE FOR RECORDING
' INFORMATION (Additional Fees Apply)
1
Water Ouality Management Plan and Stormwater BMP
' Transfer, Access, and Maintenance Agreement
' TENANT NAME: YMCA OF RIVERSIDE CITY AND COUNTY, INC.
PROPERTY ADDRESS: 29119 MARGARITA ROAD
' TEMECULA CA 925
' APN: 921-300-006
' THIS AGREEMENT is made and entered into in
Temecula , California this '7q Jp[ day of
1 ApeA(_, 2001 by and between
' YMCA of Riverside City and County. Inc. , herein after
Referred to as "Tenant" and the CITY OF Temecula a municipal corporation,
' located in the County of Riverside State of California hereinafter referred to as
"CITY",
' WHEREAS, the Tenant leases real property ("Property") in the City of Temecula,
County of Riverside , State of California, more specifically described in Exhibit
"A" and depicted in Exhibit `B", each of which exhibits is attached hereto and
' incorporated herein by this reference;
' WHEREAS, at the time of initial approval of development project known as
"THE YMCA" within the Property
described herein, the City required the project to employ Best Management Practices,
' hereinafter referred to as "BMPs," to minimize pollutants in urban runoff;
WHEREAS, the Tenant has chosen to install and/or implement BMPs as described in the
Water Quality Management Plan, on file with the City, hereinafter referred to as
"WQMP," to minimize pollutants in urban runoff and to minimize other adverse impacts
of urban runoff;
WHEREAS, said WQMP has been certified by the Tenant and reviewed and accepted by
the City;
' WHEREAS, said BMPs, with installation and/or implementation on the Property private,
are part of a private facility with all maintenance or replacement, therefore, the sole
' responsibility of the Tenant in accordance with the terms of this Agreement;
WHEREAS, the Tenant is aware that periodic and continuous maintenance, including,
but not necessarily limited to, filter material replacement and sediment removal, is
required to assure peak performance of all BMPs in the WQMP and that, furthermore,
such maintenance activity will require compliance with all Local, State, or Federal laws
' and regulations, including those pertaining to confined space and waste disposal methods,
in effect at the time such maintenance occurs;
' NOW THEREFORE, it is mutually stipulated and agreed as follows:
1. Tenant hereby provides the City of Temecula designee complete access,
' of any duration, to the BMPs and their immediate vicinity at any time, upon
reasonable notice, or in the event of emergency, as determined by the City's
Engineer, no advance notice, for the purpose of inspection, sampling, testing of
' the Device, and in case of emergency to direct all necessary repairs or other
preventative measures at Tenant's expense as provided in paragraph 3 below.
City shall make every effort at all times to minimize or avoid interference with
' Tenant's use of Property.
2. Tenant shall use its best efforts diligently to maintain all BMPs in a manner
' assuring peak performance at all times. All reasonable precautions shall be
exercised by Tenant and Tenant's representative or contractor in the removal and
extraction of any material(s) from the BMPs and the ultimate disposal of the
' material(s) in a manner consistent with all relevant laws and regulations in effect
at the time. As may be requested from time to time by the City, the Tenant shall
provide the City with documentation identifying the material(s) removed, the
' quantity, and disposal destination.
3. In the event Tenant, or its successors or assigns, fails to accomplish the
' necessary maintenance contemplated by this Agreement, within five (5) days of
being given written notice by the City, the City is hereby authorized to cause any
maintenance necessary to be done and charge the entire cost and expense to
' the Tenant or Tenant's successors or assigns, including administrative costs,
attorney fees and interest thereon at the maximum rate authorized by the Civil
Code from the Date of the notice of expense until paid in full.
4. The City may require the Tenant to post security in form and for a time period
satisfactory to the city to guarantee the performance of the obligations stated
herein. Should the Tenant fail to perform the obligations under the Agreement,
the City may, in the case of a cash bond, require the sureties to perform the
obligations of the Agreement. As an additional remedy, the City's Engineer may
' withdraw any previous Stormwater-related approval;with respect to the property
on which BMPs have been installed and/or implemented until such time as
Tenant repays to City its reasonable costs incurred in accordance with paragraph
' 3 above.
5. This agreement shall be recorded in the Office of the Recorder of Riverside
County, California, by and at the expense of the Tenant and shall constitute notice
to all successors and assigns of the title to said Property of the obligation herein
set forth, and also a lien in such amount as will fully reimburse the City, including
1
interest as herein above set forth, subject to foreclosure in even of default in
' payment.
6. In event of legal action occasioned by any default or action of the Tenant, or its
' successors or assigns, the Tenant and its successors or assigns agree(s) to pay all
costs incurred by the city in enforcing the terms of this Agreement, including
reasonable attorney's fees and costs, and that the same shall become as part of the
' lien against said Property.
7. It is our intent of the parties hereto that burdens and benefits herein undertaken
t shall constitute covenants that run with said Property and constitute a lien there
against.
t 8. The obligations herein undertaken shall be binding upon the heirs, successors,
executors, administrators and assigns of the parties hereto. The term "Tenant"
shall include not only the present Tenant, but also its heirs, successors,
' executors, administrators, and assigns. Tenant shall notify any successor to title
of all or part of the Property about the existence of this Agreement. Tenant shall
provide such notice prior to such successor obtaining and interest in all or part of
' the Property. Tenant shall provide a copy of such notice to the City at the same
time such notice is provided to successor.
t9. Time is of the essence in the performance of this Agreement.
10. Any notice to a part required or called for in this Agreement shall be served in
person, or by deposit in the U.S. Mail, first class postage prepaid, to the address
set forth below. Notice(s) shall be deemed effective upon receipt, or seventy-two
(72) hours after deposit in the U.S. Mail, whichever is earlier. A party may
' change a notice address only by providing written notice thereof to the other
party.
' IF TO CITY: IF TO TENANT:
YMCA of Riverside City & County
' 26111 Ynez Road, Suite B26
Temecula, CA 92591
1
' IN WITNESS THEREOF, the parties hereto have affixed their signature as of the date first written above.
TENANT: YMCA of Riverside City&County
Qo3ep--t C,""'j 214mc,
NAME NAME
' CI,�E&'P E' A7 C,60 .
' TITLE TITLE
1
1
t
1
CALIFORNIA ALL-PURPOSE
' CERTIFICATE OF ACKNOWLEDGMENT
' State of California n^
Q
County of K' J' 1Z_,22 c�
On before me, L0—LL jZ \`f-e-qt's
(Here insert mane and one of the officer)
personally appeared ICC c �S napcf C-O`f D20-
' who proved to me on the basis of satisfactory eviden5f to be the person(i),whose namSW is ar subscribed to
the within instrument and acknowledged to me that to hcIlhey-executed the same i his edtheir_authorized
capacity(i ,and that by ti'�IterAheicsignature(xj on the instrument the person({,or the entity upon behalf of
' which the person(iacted,executed the instrument.
I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph
is true and correct.
'
Wcommiftwn#I my hand and official seal. y PUb0c Calitefnlawtver&Me C,oun*
� fm.8fpf1eaSopi,Stilp
Signature of Notary Public
' ADDITIONAL OPTIONAL INFORMATION
INSTRUCTIONS FOR COMPLETING THIS FORM
'
Any acknowledgment completed in California must contain verbiage esocdy as
DESCRIPTION OF THE ATTACHED DOCUMENT appears above in the notary section or a separate acknowledgment form must be
properly completed and attached to that document. The only exception is if a
docim iar b to be recorded outride of California In such instances,any alternative
Title o-r descri non of attached document) acknowledgment verbiage as may be printed on such a document so long as the
( D verbiage does not require the notary to do something that is illegal for a notary in
p California r.e.certifying the authorized capacity of the signer). Please check the
W document carefully for proper norarial wording and attach tht's form ifrequired.
(Title or de cnphon of attached document continued)
' e State and Cowry information must the State and County where the document
S
Number of Pages Document Date signer(s)personally appeared before the notary public for acknowledgment
• Date of notarization must be the date that the signer(s)personally appeared which
must also be the same date the acknowledgment is completed.
(Additional information)' • The notary public must print his or her name as it appears within his or her
' commission followed by a comma and then your title(notary public).
• Print the name(s) of document signer(s) who personally appear at the time of
notarization.
CAPACITY CLAIMED BY THE SIGNER • Indicate the correct singular or plu,'ral fomu by crossing oil incorrect forms(i.e.
ha'she/day-is/eco)or circling the correct forms.Failure to correctly indicate this
❑ Individual(s) information may lead to rejection of document recording.
' -Corporate Officer • The notary seal impression mush be clear and photographically reproducible.
o?-'.j Impression must not cover tett or.lines.If seal impression smudges,re-seal if a
(Title) sufficient area permits,otherwise complete a different acknowledgment form,
' - • Signature of the notary public must match the signature on file with the orrice of
❑ Partner(s) the county clerk
❑ Anomey-in-Fact O Additional information is not required but could help to ensure this
❑ Trustee(s) - acknowledgment is not misused or attached to a different document
} Indicate title or type of attached document number of pages and date.
' ❑ Other 6- Indicate the capacity claimed by the signer.If the claimed capacity is a
corporate officer,indicate the title(i.e.CEO,CFO,Secretary).
• Securely attach this document to the signed document —J
t2008 Version CAPA 02.10.07 800-873-9865 wv,w.NotaryClasses.com
1
1
1
1
1
1
1
1
1
This must be in red to be a '
"CERTIFIED COPY"
I hereby certify the foregoing instrument o '
whit t s stamp has been affixed consisting uV to ry cl Pkk
o{ pages to be a full,true and •,�
torr copy of the original on file and y ��
of re ord in my office.
Z 1
Assessor-County Clerk-Recorder
F Q
County of Riverside,State of California ksio� t,
�IrUNT'l. �'
Dated: APR 3 0 2009 '
Certification must be in red to b
"CERTIFIED COPY"
' NOTARIES ON FOLLOWING PAGE
' A notary acknowledgement is required for recordation (attach appropriate acknowledgement).
1
' ACCEPTED BY:
1 City Engineer
Date
1
1
t
Attachment: Standard Notary Acknowledgement
' Exhibit "A"
Legal Description
' Ground Lease
YMCA
' That portion of Parcel 14 of Tract Map 3334, as shown by Tract Map on File in Book 54,
Pages 25 through 30, inclusively of Tract Maps in the Office of the County Recorder of
Riverside County, State of California, being more particularly described as follows:
' Commencing at the northerly corner of Parcel 14 as shown on said Map, said point being
the southerly Right-of-Way of Margarita Road;
Thence along the northwest line of said Parcel 14 South 34°54'52" West a distance of
269.07 feet to the True Point of Beginning (TPOB);
Thence along a line perpendicular to said northwest line of said Parcel 14 South
' 55°05'08" East a distance of 56.43 feet to a line which is parallel with and 56.43 feet
southeasterly of said northwest line of said Parcel 14;
Thence along said parallel line South 32°54'52" West a distance of 48.43 feet to a line
perpendicular to said last mentioned parallel line;
Thence along said last mentioned perpendicular line South 55°05'08" East a distance of
145.70 feet;
Thence South 34°21'10" West a distance of 73.90 feet;
Thence South 68°24'42" West a distance of 139.63 feet;
Thence South 81'58'59" West a distance of 31.67 feet;
Thence North 87'43'16" West a distance of 48.00 feet;
Thence South 35°26'07" East a distance of 27.00 feet;
Thence South 34'01'19" West a distance of 24.75 feet;
Thence South 62°27'41" West a distance of 55.50 feet;
Thence North 88°27'54" West a distance of 46.50 feet to a line which is parallel with
and 23.50 feet southeasterly of the said northwest line of said Parcel 14;
Thence along a said last mentioned parallel line South 34°54'52" West a distance of
68.50 feet to a line perpendicular to the said northwest line of said Parcel 14;
' Thence along said last mentioned perpendicular line North 55°05'08" West a distance of
23.50 feet to a point on the northwest line of said Parcel 14;
Thence along the said northwest line of said Parcel 14 North 34°54'53" East a distance of
' 326.34 feet to the True Point of Beginning.
Containing 47,468 square feet more of less.
' Prepared by:
' Michael L. Benesh V V / Date
L.S. 5649
Reg. Exp. 9/30/09
MARGAR/7q ROgO
EXHIBIT 'B'
NW COR.
GROUND LEASE
' YMCA
PARCEL l4
TM 3334
ohh p�
�h\r pbQ
O TPOB
o
SCALE 1'=50' NEW LEASE BOUNDARY
oh
1 OLD LEASE AREA:
28,800 So. Fr.
NEW LEASE AREA: S-
47,468 So. Fr. v
u
oti p
OLD LEASE BOUNDARY
t -
N65j39�63 E
ti Zoo NB7°43'16"W N81°58 59"E
31.67'
L LAND NEW LEASE
hti� 1h �w.;P, �e�(19, BOUNDARY
�m 0
LS 5649
° N62�21 �n
N88 27'54'W
q��OF \F�
1 Water Quality Management Plan (WQMP)
1 southwest Riverside Family YMCA
1 Appendix H
1 PHASE 1 ENVIRONMENTAL SITE ASSESSMENT— SUMMARY OF SITE REMEDIATION
CONDUCTED AND USE RESTRICTIONS
1
Not Conducted.
1
1
1
1
1
1
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M
1
1
1
1
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1 September 28, 2007
__ -- ... .
DOC # 2009-0212644
h. 04/30/2009 08:00R Fee:24.00
Page I of 6
Recorded in Official Records
P RECORDING REQUESTED BY: County,of Riverside
Larry,W. Ward
CITY OFTEMECULA Rssessor, Co..... Clerk & Recorder
AND WHEN RECORDED MAIL TO. III II I L II I II I111,11111111111111111111111111
II I I II IIII III.
23
CITY OF TEMECULA
.:I 43200 Business Park Drive 5 R U PA E SIZE DA MISC LONG RFD COPY
Temecula, CA 92589-9033
M A s��nL 465 426 PCOR NCOR SMF NCHG i'�M
KHI t 1 rD G{fZ A C T: CTY UNI 1/[/,j
SPACE ABOVE THIS LINE FOR RECORDER'S USE
i �
enr
AGREEMENT
! I
i
i
ii
I
{
THIS PAGE ADDED TO PROVIDE ADEQUATE SPACE FOR RECORDING
INFORMATION(Additional Fees Apply)
I
.......... .......---------- -------
Water Ouality Management Plan and Stormwater BW
Transfer, Access, and Maintenance Agreement
TENANT NAME: YMCA OF RIVERSIDE CITY AND COUNTY, INC.
PROPERTY ADDRESS: 29119 MARGARITA ROAD
TEMECULA, CA 925
APN: 921-300-006
THIS AGREEMENT is made and entered into in
Temecula California this
day of
Arey-- 2001' by and between
YMCA of Riverside City and County, Inc. herein after
Referred to as "Tenant' and the CITY OF Temecula a municipal corporation,
rl located in the County of Riverside State of California hereinafter referred to as
"CITY",
WHEREAS, the Tenant leases real property ("Property") in the City of Temecula
County of Riverside State of California, more specifically described in Exhibit
"A" and depicted in Exhibit "B", each of which exhibits is attached hereto and
incorporated herein by this reference;
WHEREAS, at the time of initial approval of development project known as
"THE YMCA" within the Property
described herein, the City required the project to employ Best Management Practices,
hereinafter referred to as "BMPs," to minimize pollutants in urban runoff;
WHEREAS, the Tenant has chosen to install and/or implement BMPs as described in the
Water Quality Management Plan, on file with the City, hereinafter referred to as
"WQMP," to minimize pollutants in urban runoff and to minimize other adverse impacts
of urban runoff;
WHEREAS, said WQMP has been certified by the Tenant and reviewed and accepted by
the City;
WHEREAS, said BMPs, with installation and/or implementation on the Property private,
are part of a private facility with all maintenance or replacement, therefore, the sole
responsibility of the Tenant in accordance with the terms of this Agreement;
III II II I II I II II III II I I I II III VIII. III IIII 20a9-0212644
04/39O69 081 BOA
interest as herein above set forth, subject to foreclosure in even of default in
payment.
6. In event of legal action occasioned by any default or action of the Tenant, or its
successors or assigns, the Tenant and its successors or assigns agree(s) to pay all
costs incurred by the city in enforcing the tetras of this Agreement, including
reasonable attorney's fees and costs, and that the same shall become as part of the
lien against said Property.
7. It is our intent of the parties hereto that burdens and benefits herein undertaken
shall constitute covenants that run with said Property and constitute a lien there
against.
8. The obligations herein undertaken shall be binding upon the heirs, successors,
executors, administrators and assigns of the parties hereto. The term "Tenant"
shall include not only the present Tenant, but also its heirs, successors,
executors, administrators, and assigns. Tenant shall notify any successor to title
iof all or part of the Property about the existence of this Agreement. Tenant shall
provide such notice prior to such successor obtaining and interest in all or part of
the Property. Tenant shall provide a copy of such notice to the City at the same
time such notice is provided to successor.
Ii
9. Time is of the essence in the performance of this Agreement.
10. Any notice to a part required or called for in this Agreement shall be served in
person, or by deposit in the U.S. Mail, first class postage prepaid, to the address
set forth below. Notice(s) shall be deemed effective upon receipt, or seventy-two
(72) hours after deposit in the U.S. Mail, whichever is earlier. A party may
change a notice address only by providing written notice thereof to the other
party
l IF TO CITY: IF TO TENANT:
YMCA of Riverside City &County
26111 Ynez Road, Suite B26
Temecula,CA 92591
Gi
1
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IN WITNESS THEREOF,the parties hereto have affixed their signature as of the date first written above.
TENANT: YMCA of Riverside City&County
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NAME NAME
TITLE TITLE
2009A2126 2 44
090
11111111111111 IN 1111111111111111111111 Hill IIII IN 04/30/5 6 f 6 2 1 90B
CALIFORNIA ALL-PURPOSE
CERTIFICATE OF ACKNOWLEDGMENT
State of California
County of t Ir^2�n'G�V
On q��^ n Q V) Zafl- before me,
(Here insect Dame and tide of due officer)
personally appeared �?L tl t r a PcQ Cove rnati
who proved to me on the basis of satisfactory eviden�Ato be the person( whose name Is ar subscribed to
the within instrument and acknowledged to me that fie heLthe� executed the same in h their_authorized
capacity(i(),and that by IIs hedtheir-signature(Aoon the instrument the person(ro,or the entity upon behalf of
which the person(> acted,executed the instrument.
I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph
is true and correct.
t/01
Commtulon s V6910p?
my hand and official seal. WONi : nfy
-CCdtorMa
%RlwnldA e C,ou
My.Comm.6p�YarSep t,4pt0.
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Signature ofNolery Public
ADDITIONAL OPTIONAL INFORMATION
INSTRUCTIONS FOR COMPLETING THIS FORM
Any acknowledgment completed in California must contain verbiage euccily ar
DESCRIPTION OF THE ATTACHED DOCUMENT appears above rn the rwary section or a separate akwwledgment form must be
property completed and attached to that document. The only exception is if a
t( „ donvnem is to be recorded outride ofCchfomla In such instant.,arty a(rerwrive
/Xl acknowledgmeru verbiage ar may be primed on such a do,,ammt zo tong as the
(Title or description of attached docun¢nQ verbiage do.not require the noway to do something that is illegal for a notary in
1, ,pap nLA� California(.e.certifying the authorized capacity of the signer).Please check the
(Tiileorde criplii n of attached docurrvnlconlmued) documem caefullyforproper normal wording and attach rhisforen frequired.
state and Cowry information must be the State and County where the document
Numberof Pages 5 Docurnent Date 11vs(t/_y signev(s)personally appeared before the rotary public for acknowledgment
•1 I Date of notarisation must he the dam that the signer(s)personally appeared which
must also be the same dam the acknowledgment is completed.
(Addidoral information) . The notary public mug print his or her name u it appears within his or her -
commission followed by a comma and than your title(notary public).
. Print the namc(s)of document signw(s)who personally appear at the time of
notarization.
CAPACITY CLAIMED 13Y THE SIGNER • Indicate the correct singular or pluralforms by crossing off incorrect forms(i.e.
hdshcldwy;is lore)or circling the correct forms.Failure to correctly indicate this
❑ individual(s) information may lead torejection ofdocumentrecording
Corporate Officer • The notary scat impression must be clear and photographically reproducible.
OZN Impression must not cover text or lines.If scat impression smudges,rascal if a
(Titc) sufficient area permits,otherwise complete a different acknowledgment form.
❑ Partner(s) . signature of the notary public must match the signature on file with the office of
the county clerk
❑ Aaomey-in-Fact 4 Additional information is not required but mould help to ensure this
❑ Trustee(s) acknowicdgtnent is not misused or attached to a different document
El Other Indicate tite or type of aaached document number of pages stud dam.
4 Indicate the capacity claimed by the signen if the claimed capacity is a
coryonm omcer,indicate the title(Le.CEO,CFO,secretary).
. Securely attach this document m the signed document
2008 Version CAPA x12.10.07900-873-9865 www.NotaryClasses.com _,_,,
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