SDP 07-89006(?, -LO acts
Whitewater River Region WQMP
Project Specific
er Quality Management Plan
For: The Shops at Coral Mountain
SE & SW Corners of Madison Street & Avenue 58
DEVELOPMENT NO. APN 764- 610 -049, APN 764- 610 -051
DESIGN REVIEW NO. SITE DEVELOPMENT PERMIT 2007 -890
Prepared for:
E &M CORAL MOUNTAIN, LLC /Cristina Agra- Hughes
23622 Calabasas Road, Suite 200
Calabasas, CA 91302 -1549
Telephone: (818) 223 -3500
Prepared by:
Lloyd W. Watson, P.E.
Watson Engineering
50 -200 Monroe Street
Indio, CA 92201
Telephone: (760) 275 -1553
WQMP Preparation/Revision Date: August 20, 2009
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recel"ved
OCr - 8 2009
City of La Qulnta
(Manning Department
OWNER'S CER'TIFICATI ®N
Whitewater River Region WQMP
The Shops at Coral Mountain
' This project - specific Water Quality Management Plan (WQMP) has been prepared for:
E&M Coral Mountain, LLC / Cristina Agra - Hughes
by Watson Engineering
for.the project known as The Shops at Coral Mountain at SW & SE Corners of Madison
Street and Avenue 58.
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1
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This WQMP is intended to comply with the requirements of The City of La Quinta for SITE
DEVELOPMENT PERMIT 2007 -890, which includes the requirement for the preparation and
implementation of a project - specific WQMP.
The undersigned, while owning the property/project described in the preceding paragraph, shall be
responsible for the implementation 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 La Quinta Water Quality
Ordinance.
If the undersigned transfers its interest in the subject property /project, the undersigned shall notify the
successor in interest of its responsibility to implement this WQMP.
"I, the undersigned, certify under penalty of law that I am the owner of the property that is the subject of
this WQMP, and that the provisions of this WQMP have been reviewed and accepted and that the WQMP
will be transferred to future successors in interest."
Owner's Signature
Owner's Printed Name
Owner's Title/Position
Date
ATTEST
Notary Signature
Printed Name
Title/Position
' 23622 Calabasas Road, Suite 200
Calabasas, CA 91302 -1549
(818) 223 -3500 Date
THIS FORM SHALL BE NOTARIZED BEFORE ACCEPTANCE OF THE
FINAL PROJECT SPECIFIC WQMP
A 'D�DO'
1li/hitewater River Region WQMP
LThe Shops at Coral Mountain
Contents
SECTION
PAGE
I. Project Description .......................................................................................... ..............................1
H. Site Characterization ...................................................................................... ................. ...............
4
M. Pollutants of Concern ..................................................................................... ...........................:...
6
IV. Hydrologic Conditions of Concern ............................................................... ............................... 7
V. S
Best Management Practices .......................................................................... .........:.....................
V.l SITE DESIGN AND TREATMENT CONTROL BMPS ................................ ...............................
8
V. LA SITE DESIGN BMPS ................:.................................................. .............................10
V. LB TREATMENT CONTROL BMPS .....:.......................................:... ...............................
16
V. LC MEASUREABLE GOAL SUMMARY ........................................................ :..................
18
V.2 SOURCE CONTROL BMPS .................................................................. ...............................
19
V.3 EQUIVALENT TREATMENT CONTROL ALTERNATIVES ...................... ...............................
21
VA REGIONALLY -BASED TREATMENT CONTROL BMPS ........................ ............................... 21
VI. Maintenance Responsibility for BMPs 22
Operation and .......................... ...I............................
VII. Funding ............................................................................................................. .............................23
TABLES
TABLE 1. POLLUTANT OF CONCERN SUMMARY
6
TABLE 2. BMP SELECTION MATRD{ BASED UPON POLLUTANT REMOVAL EFFICIENCY
9
TABLE 3. IMPLEMENTATION OF SITE DESIGN CONCEPTS
11
TABLE 4. SITE DESIGN BMPS MEETING THE MEASUREABLE GOAL IN WQMP SECTION 3.5.1.1
15
TABLE 5: TREATMENT CONTROL BMP SUMMARY
17
TABLE 6: MEASUREABLE GOAL SUMMARY
18
1
TABLE 7. SOURCE CONTROL BMPS
19
.
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. SITE DESIGN AND 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 1 ENVIRONMENTAL SITE ASSESSMENT— SUMMARY OF SITE REMEDIATION CONDUCTED AND
USE RESTRICTIONS
I. PROJECT- SPECIFIC WQMP SUMMARY DATA FORM
August 20, 2009
1 -i
Whitewater River Region WQMP
The Shops at Coral Mountain
I. Project Descripti ®n
Project Owner: E & M Coral Mountain, LLC / Cristina Agra - Hughes
Formation of Home Owners' Association (HOA)
or Property Owners Association (POA): Y ❑ N 0
August 20, 2009 1 -1
23622 Calabasas Road, Suite 200
'
Calabasas, CA 91302 -1549
Telephone: (818) 223 -3500
WQMP Preparer:
Watson Engineering
50200 Monroe Street
Indio, CA 92201 `
Telephone: (760) 275 -1553
Project Site Address:
SW & SE Corners of Madison Street and Avenue 58
La Quinta, CA 92253
Planning Area/
Community Name/
Development Name:
Coachella Valley / La Quinta / The Shops at Coral Mountain
APN Number(s):
764- 610 -049, 764- 610 -051
Thomas Bros. Map:
5530, 7 -C &D
Project Watershed:
Whitewater River
Sub - watershed:
Coachella Valley Stormwater Channel
Project Site Size:
Insert site size (indicate to 0.1 acres)
Standard Industrial Classification
(SIC) Code: Insert SIC, code, if applicable
Formation of Home Owners' Association (HOA)
or Property Owners Association (POA): Y ❑ N 0
August 20, 2009 1 -1
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Whitewater River Region WQMP
The Shops at Coral Mountain
Additional Permits /Approvals required for the Project:
AGENCY
Permit required
State Department of Fish and Game, 1601 Streambed
Alteration Agreement
Y
NM
State Water Resources Control Board, Clean Water Act
(CWA) Section 401 Water Quality Certification
Y
NM
US Army Corps of Engineers, CWA Section 404 permit
Y
NN
US Fish and Wildlife, Endangered Species Act Section 7
biological opinion
Y EJ
NM
Other (p /ease list in the space below as required)
August 20, 2009
1 -2
Whitewater River Region WQMP
The Shops at Coral Mountain
Project Description:
The project proposes the development of a general retail center. The center named The Shops at Coral.
Mountain will provide a wide variety of retail uses including a grocery store, pharmacy, banks, dining and
various retail specialty shops. The owner intends to lease the buildings to the proposed users with
maintenance of the areas outside of the buildings to be maintained by the owner by charging each lease
their prorated cost of the yearly maintenance costs. The project, does not propose any outside use or
storage except for the possibility of outside dining areas.
The leasing of the proposed retail center is totally dependent upon market conditions. The uses may vary
based upon future market conditions but are limited to those allowed by the specific plan and zoning.
Anticipated wastes from the operations of the retail center are paper, paper by- products, general office
trash, cans, bottles, food waste, etc.
Appendix A of this project- specific WQMP includes a complete copy of the final Conditions of
Approval. Appendix B of this project - specific WQMP includes:
a. A Vicinity Map identifying the project site and surrounding planning areas in sufficient detail
to allow the project site to be plotted on Permittee base mapping; and
b. 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.
a 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.).
n 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.
Em 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.
® Proposed drainage area boundaries, including tributary offsite areas, for each location
where flows exit the property/project site. Each tributary area should be clearly denoted.
is Pre- and post - project topography.
A endix I to the SWMP is a one page form that summarizes pertinent information relative to this
PP P g P
project- specific WQMP.
1
' August 20, 2009 1 -3
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Whitewrater River Region WQMP
The Shops at Coral Mountain
II0 Site Characterizati ®n
Land Use Designation or Zoning: Commercial
Current Property Use: Undeveloped
Proposed Property Use: General Retail Center
Availability of Soils Report: Y ® N ❑ Note: A soils report is required if infiltration
BMI's are utilized. Attach report in Appendix E.
Phase 1 Site Assessment: Y ❑ NZ Note: If prepared, attached remediation
summary and use restrictions in Appendix H.
August 20, 2009
1-4
Whitewater River Region WQMP
The Shops at Coral Mountain
I�
Receiving Waters for Urban Runoff from Site
Receiving Waters for Urban Runoff from Site
Receiving Waters 303(d) List Designated Proximity to RARE
impairments Beneficial Uses Beneficial Use
Whitewater River /Coachella Pathogens, FRSH, RECI, RECII, Approximately 8 miles
Valle Stormwater Channel Toxa hene WARM WILD RARE
Whitewater River Region WQMP
The Shops at Coral Mountain
III. Pollutants of Concern
Table 1. Pollutant of Concern Summary
Pollutant Category
Potential for
Project
Causing Receiving Water
Impairment
BacteriaNirus
Potential
X
Heavy Metals
Nutrients
"
Pesticides
Organic Compounds (Toxaphene)
Potential
X
Sediments
Trash & Debris
"
Oxygen Demanding Substances
"
Oil & Grease
"
Other (specify pollutant):
Other (specify pollutant):
The projects pollutants of concern are bacteria, viruses and organic compounds since they are potential
pollutants that are impairing the proximate receiving waters. Due to required on -site retention, the project
does not have activities that contribute to the receiving water impairment.
August 20, 2009 1 -6
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Whitewater River Region WQMP
The Shops at Coral Mountain
Hydrologic Conditions of Concern
Local Jurisdiction Requires On -Site Retention of Urban Runoff,
Yes
® The project will be required to retain urban runoff onsite in conformance with local
ordinance (See Table 6, Permittees Requiring Onsite Retention of Stormwater, of the
Whitewater River Region WQMP). This section does not need to be completed. ^
No ❑ This section must be completed.
This Project meets the following condition:
Condition A: Runoff from the Project is discharged directly to a publicly - owned, operated
and maintained MS4; the discharge is in full compliance with Permittee requirements for
connections and discharges to the MS4 (including both quality quantity requirements);
the discharge would not significantly impact stream habitat in proximate Receiving Waters;
and the discharge is authorized by the Permittee.
Condition B: The project disturbs less than 1 acre and is not part of a larger common plan
of development that exceeds I acre of disturbance. The disturbed area calculation must
include all disturbances associated with larger plans of development.
Condition C: The project's runoff flow rate, volume, velocity and duration for the post-
;V\1 development condition do not exceed the pre - development condition for the 2 -year, 24 -hour
and. I 0 -year 4 -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 Permittee.
None
Refer to Section 3.4 of the Whitewater River Region WQMP for additional requirements.
Supporting engineering studies, calculations, and reports are included in Appendix C.
August 20, 2009
1 -7
2 year — 24 hour
10 year. — 24 hour
Precondition
Post - condition
Precondition
Post - condition
Discharge (cfs)
Velocity (fps)
Volume (cubic feet)
Duration (minutes)
August 20, 2009
1 -7
Whitewater River Region WQMP
IV. Best Management Practices
This project implements Best Management Practices (BMPs) to address the Pollutants of
Concern that may potentially be generated from the use of the project site. These BMPs have
been selected and implemented to comply with the Section 3.5 of the WQMP and consist of Site
Design, Source Control and, if /where necessary, Treatment Control BMPs as described herein.
V.1 SITE DESIGN AND TREATMENT CONTROL BMPs
Local Jurisdiction Requires On -Site Retention of Urban Runoff:
Yes ® The project will be required to. retain urban runoff onsite in conformance with local
ordinance (See Table 6, Permittees Requiring Onsite Retention of Stormwater, of the
Whitewater River Region WQMP). Section VA does not need to be completed.
No ❑ Section VA must be completed.
This section of the Project - Specific WQMP documents the Site Design BMPs and, if /where
necessary the Treatment Control BMPs that will be implemented on the Project to meet the
requirements within Section 3.5.1 of the WQMP. Section 3.5.1, includes requirements to
implement Site Design Concepts and BMPs, and includes requirements to address the project's
Pollutants of Concern with BMPs. Further sub - section 3.5.1.1 specifically requires that the
projects Pollutants of Concern be addressed with Site Design BMPs to the extent feasible.
This project incorporates Site Design BMPs to fully address the Pollutants of Concern where and
to the extent feasible. If and where it has been acceptably demonstrated to the Permittee that
it is infeasible to fully meet this requirement with Site Design BMPs, this section includes a
description of the conventional Treatment Control BMPs that will be substituted to meet the
same requirements.
In addressing pollutants of concern, BMPs are selected using Table 2 below.
August 20, 2009 1 -8
Whitewater River Region WQMP
�£ a Siao s a Co l; m oun4r 0
Table 2. BMP Selection Matrix Eased Upon Pollutant Removal Efficiency9)
(Excerpted, with minor revision, from the Orange County Water Quality Management Plan dated September 26, 2003
and the San Bernardino Water Quality Management Plan dated April 14, 2004)
'
Wet
Water
Hydrodynamic
Manufactured
Detention
Infiltration
Ponds
Filtration
Quality
Separator,
or Proprietary
Pollutant of
Biofilters
Basins (3)
BMPs (4)
or
Systems (6)
Inlets
Systems (1)
Devices (8)
Concern
(2)
Wetlands
(s)
Sediment/Turbidity
H/M
M
H/M
H/M
H/M
L
- H/M
U
'(L for
Turbidity)
Nutrients
L
M
H/M
H/M
UM
L
L
U
Organic
U
U
U
U
H/M
L
L
U
Compounds
Trash & Debris
L
M
U
U
H/M
M
H/M
U
Oxygen -
L
M
H/M
H/M
H/M
L
L
U
Demanding
Substances
Bacteria & Viruses
U
U
H/M
U
H/M
L
L
U
Oil & Grease
H/M
M
U
U
H/M
M
UM
U
Pesticides
U
U
U
U
U
L
L
U
(non -soil bound)
Metals
H/M
M
H
H
H
L
L
U
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 stormwater treatment devices as listed in the CASQA Stormwater Best Management Practices
Handbooks, other stormwater treatment BMPs not specifically listed in the WQMP, or newly developed /emerging
stormwater treatment technologies.
August 20, 2009 1 -9
!I!i'hitewater River Region WQMP
V.1.A► SITE DESIGN BAPS
This section documents the Site Design BMPs that will be implemented on this project to comply
with the requirements in Section 3.5.1 of the WQMP.
Table 3 herein documents the implementation of the Site Design Concepts described in
sub - sections 3.5.1.3 and 3.5.1.4.
Table 4 herein documents the extent to which this project has implemented the goals
described in sub - section 3.5.1.1.
August 20, 2009 1 -10
Whitewater River Reqion WQIVIP
Table 3. Implementation of Site Design Concepts
August 20, 2009 1 -11
Included
Brief Reason for BIVIPs
Design
Concept
Technique
Specific BMP
Yes
No
N/A
Indicated as No or N/A
Conserve natural areas by concentrating or cluster
development on the lease environmentally sensitive portions
El
❑
of a site while leaving the remaining land in a natural,
_
undisturbed condition.
Conserve natural areas by incorporating the goals of the
Multi- Species Habitat Conservation Plan or other natural
❑
❑
❑
resource plans.
Preserve natural drainage features and natural depressional
❑
❑
❑
storage areas on the site.
Maximize canopy interception and water conservation by
.►
+�
Minimize Urban
preserving existing native trees and shrubs, and planting
❑
❑
❑
additional native or drought tolerant trees and large shrubs.
v
G
p
Runoff, Minimize
Impervious
Use natural drainage systems.
❑
❑
❑
0
Footprint, and
C
Conserve Natural
Increase the building floor area ratio (i.e., number of stories
11
El
11
.N
Areas
above or below ground).
a)
O
(See WQMP
Construct streets, sidewalks and parking lot aisles to
minimum widths necessary, that safety
❑
❑
❑
Section 3.5.1.3)
provided public and a
ywalkable
environment for pedestrians is not compromised.
Reduce widths of streets where off - street parking is
El
11
El
available. -
Design driveways with shared access, flared (single lane at
❑
❑
❑
street), or wheel strips (paving only under the tires).
Minimize the use of impervious surfaces, such as decorative
El
1:1
El
concrete, in the landscape design.
Other comparable and equally effective Site Design BMP (or
BMPs) as approved by the Permittee (Note: Additional
❑
❑
❑
narrative required to describe BMP and how it addresses
site design concept).
August 20, 2009 1 -11
Whitewater River Reqion WQMP
Table 3. Site Design BMPs (continued)
August 20, 2009 1 -12
Included
Brief Reason for Each BNiP
Design
Concept
Technique
Specific BMP
Yes
No
N/A
Indicated as No or N/A
Residential and commercial sites must be designed to contain and
infiltrate roof runoff, or direct roof runoff to vegetative swales or buffer
❑
❑
❑
areas.
Drain impervious sidewalks, walkways, trails, and patios into adjacent
❑
❑
❑
landscaping.
Incorporate landscaped buffer areas between sidewalks and streets.
❑
❑ 1
❑
Uncovered temporary or guest parking on residential lots paved with a
❑
❑
❑
permeable surface or designed to drain into landscaping.
Rural swale system: street sheet flows to vegetated swale or gravel
shoulder, curbs used at street corners, and culverts used under
❑
❑
❑
N
driveways and street crossings.
Urban curb /swale system: street slopes to curb; periodic swale inlets
❑
❑
❑
a
Minimize
drain to ve etated swale or biofilter.
Directly
Dual drainage system: first flush captured in street catch basins and
o
U
Connected
discharged to adjacent vegetated Swale or gravel shoulder; high flows
❑
❑
❑
Impervious
connect directly to MS4s.
Area
Maximize the permeable area by constructing walkways, trails, patios,
y
overflow parking, alleys, driveways, low- traffic streets, and other low-
(See WQMP
traffic areas with open - jointed paving materials or permeable surfaces
❑
❑
❑
w
Section 3.5.1.4)
such as pervious concrete, porous asphalt, unit pavers, and granular
C/)
materials.
Use vegetated drainage swales in lieu of underground piping or
❑
❑
❑
imperviously lined swales.
Incorporate parking area landscaping into the drainage design.
❑
❑
❑
Where soil conditions are suitable, use perforated pipe or gravel
❑
❑
❑
filtration pits for low flow infiltration.
Construct onsite infiltration BMPs such as dry wells, infiltration
trenches, and infiltration basins oonsistent with vector control
❑
❑
❑
objectives.
Construct onsite ponding areas or detention facilities to increase
opportunities for infiltration consistent with vector control objectives.
❑
❑
❑
August 20, 2009 1 -12
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Whitewater River Region WQMP
Table 3. Site Design BMPs (continued) _
Included
Design
Technique
Specific BNIP
Yes
No
N/A
Concept
N
4
Minimize
Direct roof runoff into cisterns or rain barrels for reuse.
D
D
D
Directly
Use vegetated drainage swales in lieu of underground piping or
1:1
❑
1:1
o
U r„
Connected
Impervious
tZ
Area
imperviously lined swales.
Incorporate tree well filters, flow- through planters, and /or bioretention
❑
❑
❑
(See WQMP
y
O
Section 3.5.1.4)
areas into landscaping and drainage plans.
Other comparable and equally effective Site Design BMP (or BMPs) as
ar
approved by the Permittee (Note: Additional narrative required
❑
❑
❑
describing BMP and how it addresses site design concept).
August 20, 2009
Brief Reason for Each BNIP
Indicated as No or N/A
a
1 -13
Whitewater River Region WQMP
Proiect Site Design BMPs:
Insert text here describing how each included Site Design BMP will be implemented.
Alternative Proiect Site Design BMPs:
Insert text here describing any other comparable and equally effective Site Design BMP (or BMPs) as
approved by the Permittee, or indicate N /A.
August 20, 2009 1 -14
Whitewater River Region WQMP
r Y,�e S�op� ,� Gora1IW,�ori . . . .;in�
Table 4. Site Design BMPs Meeting: the Measureable Goal in WQMP Section 3.5.1.1
(�)
DRAINAGE
SUBAREA
ID OR NO.
(2)
SITE DESIGN
BMP TYPE "
(See Table 2)
(3)
POLLUTANTS WITHIN SUBAREA
CAUSING RECEIVING WATER
IMPAIRMENTS
(refer to Table 1)
(4)
RELATIVE EFFECTIVENESS
OF BMP (COLUMN 2) AT
ADDRESSING IDENTIFIED
POLLUTANTS (COLUMN 3)
(U, L, M, HIM, H; see Table 2)
(5)
BMP MEETS
WHICH DESIGN
CRITERIA?
(identify as VBMP OR QeMP)
(6)
BMP
TRIBUTARY
AREA
(nearest 0.1 acre)
TOTAL AREA TREATED WITH SITE DESIGN BMPS NEAREST 0.1 ACRE)**
* Site Design BMPs included in this table are those that completely address the Treatment Requirements for their tributary area.
August 20, 2009 1 -15
Whitewater River Region WQMP
Justification of infeasibility for sub -areas not addressed with effective Site Design BMPs in Table 4:
Insert text here listing each sub -area wherein the Pollutants of Concern are not fully addressed with Site
Design BMPs as required in WQMP Section 3.5.1.1, and provide justification of infeasibility for each.
V.1.113 TREATMENT CONTROL BMPs
Conventional Treatment Control BMPs shall be implemented to address the project's Pollutants
of Concern as required in WQMP Section 3.5.1 where, and to the extent that, Section VA.A has
demonstrated that it is infeasible to meet these requirements through implementation of Site
Design BMPs.
❑ The Site Design BMPs described in Section V.1.A of this project - specific WQMP
completely address the Pollutants of Concern for the entire project site as required in
Section 3.5.1.1 of the WQMP. Supporting documentation for the sizing of these Site
Design BMPs is included in Appendix F. *Section V.1.13 need not be completed.
❑ The Site Design BMPs described in Section V.1.A of this project - specific WQMP do NOT
completely address the Pollutants of Concern for the entire project site as required in
Section 3.5.1.1 of the WQMP. *Section V.1.13 roust be completed.
The Treatment Control BMPs identified in this section are selected, sized and implemented to
address the Pollutants of Concern for all project sub -areas where these pollutants were not fully
addressed with Site Design BMPs. Supporting documentation for the sizing of these Treatment
Control BMPs is included in Appendix F.
August 20, 2009 1 -16
001 w, �w .w aw me
Whitewater River Reaion WQMP
Table 5: Treatment Control BMP Summary
DRAINAGE
SUBAREA
ID OR NO.
(2)
TREATMENT
CONTROL
BMP TYPE
(SEE TABLE 2)
(3)
POLLUTANTS POTENTIALLY
GENE. RATED WITHIN SUBAREA
CAUSING RECEIVING WATER
IMPAIRMENTS"
(REFER TO TABLE 1)
(4)
RELATIVE EFFECTIVENESS
OF BMP (COLUMN 2) AT
ADDRESSING IDENTIFIED
POLLUTANTS (COLUMN 3)
A L, M, H /M, H; SEE TABLE 2)
(5)
BMP MEETS
WHICH DESIGN
CRITERIA?
(IDENTIFY AS VBMP OR
QBMP)
(6)
BMP
TRIBUTARY
AREA
(NEAREST 0.1
ACRE)
TOTAL AREA TREATED WITH TREATMENT CONTROL BMPS NEAREST 0.1 ACRE *"
August 20, 2009
1 -17
Whitewater River Rection WQMP
V.1.0 MEASUREABLE GOAL SUMMARY
This section documents the extent to which this project meets the measureable goal described
in WQMP Section 3.5.1.1 of addressing all of the projects Treatment Requirements with Site
Design BMPs.
Table 6: Measureable Goal Summary
(�)
(2)
(3)
% of Treatment
Total Area Treated with
Total Area Treated with
Requirement addressed
Site Design BMPs
Treatment Control BMPs
with Site Design BMPs
I i
- i
Ji
August 20, 2009 1 -18
Whitewater River Region WQMP
,V 2 SOURCE CONTROL BMPs
This section identifies and describes the Source Control BMPs applicable and implemented',on
this project. {
Table 7. Source Control BMPs
' a q
! •
i • _BMP Name
.
Check
One
If not applicable, state -
brief reason
'
Included
Not
Applicable
'�`;� „�'. ,, `.za✓`: =� ,> +...,3. _,iT€; �4 . -x:. �s''b+s, '4..
x � o- fi i *�
.�:k >15 r
.: µ..
� ✓� , ���'.i�w ��`''; �' F .
.
Education for Property Owners, Operators, Tenants,'
Occupants, or Em to ees -
i
❑
Activity Restrictions
❑
❑ `
Irrigation System and Landscape Maintenance'
❑ '
❑
Common Area Litter Control -
❑•
❑
k
'Street Sweeping Private Streets and Parkin Lots' ' •'
❑
❑
Drainage Facility Inspection and Maintenance
❑
❑
- `d
Stuctural�Sauree Contrgf BMPs_ ., i k} _
"Y.
i`', 'Xt9
.4
c
MS4 Stenciling and Si na e
❑
❑
`
Landscape and Irrigation System Design
❑ '
❑
Protect Slo es.and Channels
❑
❑
Provide Community Car Wash Racks ;
❑.
El
Properly Design*:, j�..�Y
w
f a
1
' Fueling Areas , : ” ` '
❑
❑
'Air/Water Suppl k6a Drainage
❑
❑`
Trash Storage Areas
❑
❑
r Loading Docks
❑
❑
Maintenance 6; s
❑
❑
Vehicle and Equipment Wash Areas •
❑
❑
'
Outdoor Material Storage Areas
❑
❑
Outdoor Work Areas or Processing Areas ;,
❑
❑.
Provide'Wash Water Controls for Food Preparation Areas
❑
❑
Whitewater River Region WQMP
Provide a narrative describing how each included Source Control BMP will be implemented.
Appendix D includes copies of the educational materials that will be used in implementing this project -
specific WQMP.
August 20, 2009 1 -20
Whitewater River Region WQMP
V.3 EQUIVALENT TREATMENT CONTROL ALTERNATIVES
Insert Text or state "Not applicable." Note: The Project Specific WQMP Preparer should refer to Section
3.5.4 of the Whitewater River Region WQMP
V.4 REGIONALLY-BASED TREATMENT CONTROL BMPS
Insert Text or state "Not applicable." Note: The Project Specific WQMP Preparer should refer to Section
5.0 of the Whitewater River Region WQMP.
August 20, 2009
1 -21
il
Whitewater River Region WQMP
V. Operati ®n and Maintenance Responsibility f ®r
BMPs
Appendix G of this project - specific WQMP includes 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 WQN P requirements.
Insert text as instructed above.
August 20, 2009 1 -22
Vilhitewater River Region WQMP
Wer Otlgl = .
�I o Funding
Insert text identifying the funding source or sources for the
operation and maintenance of each Site
Design and Treatment Control BMP included in the project.
.L
August 20, 2009
1 -23
Whitewater River Reqion WQMP
Appendix A
Conditions of Approval
Planning Commission Resolution
Dated
t
t
t
t
1
1
1
t
1
Whitewater River Reqion WQMP
Appendix A
Conditions of Approval
Planning Commission Resolution
Dated
Whitewater River Region WQMP
�i�k�ehopsa.
Appendix B
Vicinity Map, WQMP Site Plan, and Receiving Waters Map
Whitewater River Region WQMP
OVIII
M'
NNOWN
Appendix C
Supporting Detail Related to Hydraulic Conditions of Concern
4
Whitewater River Region WQMP
at�. WNIIIIRONNUM�mlfm
Appendix D
Educational Materials
1
1
1
1
1
'1
1
Whitewater River Region WQMP
at�. WNIIIIRONNUM�mlfm
Appendix D
Educational Materials
Whitewater River Region WQMP
Appendix E
Soils Report
Whitewater River Region WQMP
• �heiaops���a�,or�il��o���t
Appendix F
Site Design and Treatment Control BMP Sizing Calculations
and Design Details
r
r
r
r
i
Design Procedure for DIP Design Volume
Designer:
Company:
Date:
Project:
Location:,, , ,+
1. Determine the Tributary Area to the BMP (A,,b)
AV;b= s—, Z
acres (1)
2. Determine the impervious area ratio (►)
a. Determine impervious area within (Av;b)
A;mP
acres (2)
b. Calculate i = (2) / (1)
acres
i = D % acre° (3)
3. Determine Runoff Coefficient (C)
C = 0.858•:3 — O'78•i2 + 0.774•i + 0.04
C = 0.858•(3)3 — 0.78•(3)2 + 0.774•(3) + 0.04
C
(4)
� 8'Z � �� 1 • X34 '
4. Determine Unit Storage Volume (V„)
V,,=0.40 -C R'
acre -in
V,,=0.40 J (4)
Vu _ g 4
acre (5)
5. Determine Design Storage Volume
a. Vamp = (5) x (1) [acre -in]
VBMP = j , l v �-
acre -in (6)
b. VBMP = (6) / 12 [acre -ft]
VBMP = G - 2
acre -ft (7)
c. VsMP = (7) x 43560 [ft3]
VBMP = �, C>
ft 3 (8)
Notes:
Worksheet 2
Design Procedure Form for Design Flour
Uniform Intensity Design Flow
Designer:
Company: .5e,m �n , c� ►�
Date: 16 ey
Project: % Sly s �+ Cdr
o ✓r1 �e
Location:
� 1
1. Determine Impervious Percentage
a. Determine total tributary area
A.tai =
5 acres
(1)
b. Determine Impervious %
i =
�� %
(2)
2. Determine Runoff Coefficient Values
Use Table 4 and impervious % found in step 1
a. A Soil Runoff Coefficient
Ca =
(3)
b. B Soil Runoff Coefficient
Cb = , G 7
(4)
c. C Soil Runoff Coefficient
cc _
(5)
d. D Soil Runoff Coefficient
Cd =
(6)
3. Determine the Area decimal fraction of each soil type
in tributary area
a. Area of A Soil / (1) =
Aa =
(7)
b. Area of B Soil / (1) =
Ab =
I
(8)
c. Area of C Soil / (1) _
_
(9)
d. Area of D Soil / (1) =
Ad =
(10)
4. Determine Runoff Coefficient
a. C = (3)x(7) + (4)x(8) + (5)x(9) + (6)x(1 0) =
C =
6 7
01)
5. Determine BMP Design flow
a• \bBMP- CxIxA= (11)xO.2x(1)
QBMP-
3
�� s
(12)
,
Worksheet 3
Design Procedure Form for Extended Detention Basin
Designer:
Company:
Date:
Project:
Location:
1. Determine Design Volume (Use
Worksheet 1)
a. Total Tributary Area (minimum 5 ac.)
Atrib =
acres
b. Design Volume, VBMP
VBMP =
W
2. Basin Length to Width Ratio (2:1 min.) '
Ratio =
L:W
3. Two-Stage Design
a. Overall Design
1) Depth (3.5' min.)
Depth =
ft
2) Width (30' min.)
Width =
ft
3) Length (60' min.)
Length =
ft
4) Volume (must be >_ VBMP)
Volume =
W
b. Upper Stage
1) Depth (2' min.)
Depth =
ft
2) Bottom Slope (2% to low flow
Slope =
%
channel recommended)
c. Bottom Stage
1) Depth (1.5' to 3')
Depth =
ft
2) Length
Length =
ft
3) Volume (10 to 25% of VBMP)
Volume =
ft 3
4. Forebay Design
a. Forebay Volume (5 to 10% of VBMP)
Volume =
W
b. Outlet pipe drainage time (- 45 min)
Drain time =
minutes
5. Low -flow Channel
a. Depth (9° minimum)
Depth =
ft
b. Flow Capacity (2 * Forebay QouT)
QLow Flow =
cfs
0
r
t
t
1
1
r
t
t
6. Trash Rack or Gravel Pack (check one)
Trash Rack
Gravel Pack
7. Basin Outlet
a. Outlet type (check one)
Single orifice
❑
Multi- orifice plate
❑
Perforated Pipe
❑
Other
b. Orifice Area
Area =
ft
c. Orifice Type
Type
d. Maximum Depth of water above
Depth =
ft
bottom orifice
e. Length of time for 50% VBmp
Time 50% =
hrs
drainage (24 hour minimum)
f. Length of time for 100% VBMP
Time 1001/6 =
hrs
drainage (between 48 and 72 hours)
g. Attached Documents (all required)
Attached Documents (check)
1) Stage vs. Discharge
1)
❑
2) Stage vs. Volume
2)
❑
3) Inflow Hydrograph
3)
❑
4) Basin Routing
4)
8. Increased Runoff (optional)
Yes ❑
No ❑
Is this basin also mitigating increased'
(if No, skip to #9)
runoff?
Attached Documents (all required)
for 2, 5, & 10 -year storms:
Attached Documents
(check)
1) Stage vs. Discharge
1)
❑
2) Stage vs. Volume
2)
❑
3) Inflow Hydrograph
3)
❑
4) Basin Routing
4)
❑
9. Vegetation (check type)
❑ Native Grasses
❑ Irrigated Turf
❑ Other
10. Embankment
a. Interior slope (4:1 max.)
b. Exterior slope (3:1 max.)
Interior Slope = %
Exterior Slope = %
11. Access
a. Slope (10% max.)
b. Width (16 feet min.)
Slope = %
Width = ft
Notes:
4. Size Filter Basin
a. Determine Filter Basin Area, Af
Af = VBMP / 18
b. Determine Filter Basin Volume
Vf = Af x filter depth (part 2c)
c. Determine Required Volume, Vr
Vr = 0.2 X VBMP
d. Check if Vr _< Vf If no, redesign with an
increased filter depth or increase filter
area.
Af = ftz
Vf = ft3
Vr = ft3
Check Vr < Vf
Notes:
,
Based on these elevations, is there a sufficient elevation drop to allow gravity flow from
' the outlet of the control measure to the storm drain system? If no, investigate attemative
on -site locations for treatment control, consider another treatment control measure more
suitable for site conditions, or contact the District to discuss on -site pumping
' requirements.
11
Worksheet 4
Design Procedure Form for Infiltration Basin
Designer:
Company: Z>A
Date: S/19 /'D.5
Project: 71._ 56•zvs orf Grog l ddlov,n7tl N
Location: J- e,,- Q , ^-+c,
- 5-r 451N
1. Determine Design Storage Volume
(Use Worksheet 1)
a. Total Tributary Area (maximum 50)
b. Design Storage Volume, VBMp
Anb = acres
3
VBMp = 00 $ ft
2. Maximum Allowable Depth (Dm)
a. Site infiltration rate (1)
b. Minimum drawdown time (48 hrs)
c. Safety factor (s)
d. Dm = [(t) x (I)]/[12s]
1 = ! in/hr
t = hrs
s = 3
Dm = I, 23 ft
3. Basin
n Surface Area
Am = VBMp / Dm
A/�
Am = 3 3 ft2
4. Vegetation (check type used or
describe "other")
❑ Native Grasses
❑ Irrigated Turf Grass
Other
Lvry w a,'� r d 5� ��t of 5Ca 6a O n g
Notes:
0
ti
Worksheet 5
Design Procedure Form for Infiltration Trench
Designer:
Company:
Dater
Project:
Location:
1. Determine Design Storage Volume
(Use worksheet 1)
a. Total Tributary Area (maximum 10) .
b. Design Storage Volume, VBMp
Atr;b = acres
VBMp = ft3
2. Maximum Allowable Depth (Dm =
tl /12s)
a. Site infiltration rate (1)
b. Minimum drawdown time (t = 48
hrs)
c. Safety factor (s)
d. Dm = t1/1 2s
I = in /hr
t = hrs
s =
Dm = ft
3. Trench Bottom Surface Area
Am = VBMp / Dm
n A _ ' ft2 .
Notes:
Worksheet 6
Design Procedure Form for Porous Pavement
Designer:
Company:
Date:
Project:
Location:
1. Determine Design.Storage Volume
(Use Worksheet 1)
a. Total Tributary Area (maximum 10)
b. Design Storage Volume, VBMp
Ab;b=
VgMp =
acres
ft3
1. Basin Surface Area
a. Detention Volume VBMp
b. Am = VBMp / (0.17 ft)
VBMp =
Am =
ft3
ft2
2. Block Type
a. Minimum open area = 40%
b. Minimum thickness = 4 inches
Block Name =
Manufacturer =
Open Area =
Thickness =
%
inches
3. Base Course
a. ASTM C33 Sand Layer (1 inch)
b. ASSHTO M43 -No.8 Gravel Layer
(9 inches)
Sand Layer ❑
Gravel Layer ❑
(check)
(check)
Notes:
Worksheet 7
Design Procedure Form for Austin Sand Filter
Designer:
Company:
Date:
Project:
Location:
1. Determine Design Storage Volume (Use
Worksheet 1)
a. Total Tributary Area (maximum 100)
Ab;b =
acres
b. Design Storage Volume, VBMP
VBMP =
W
2. Maximum Water Height in Sedimentation
Basin*
a. Invert elevation at connection to storm
Elev. Storm Drain =
ft
drain system.
b. Sand Filter invert elevation (consider
min. grade (1 %) from storm drain).
Elev. Pt A =
ft
Point A, Figure 9.
c. Estimate filter depth or use min. (3').
Filter Depth =
ft
d. Top elevation of filter bed. Point B,
Elev. Pt B =
ft
Figure 9.
e. Surface elevation at BMP inlet. Point C,
Elev. Pt C -
ft
Figure 9.
f. Determine max. allowable height (2h) of
water in the sedimentation'basin using
the elevation difference between points
2h -
ft
C and B. (min. 2', max. 10')
2h = [(C-B) -1' Freeboard]
3. Size Sedimentation Basin
a. Find Sedimentation Basin Area, AS
AS = VBMP / (2h)
AS =
ft2
b. Determine basin length and width,
using a length to width ratio ? 2:1
As =2xV'
width=
ft
length = 2 x width
length =
ft
Worksheet 8
Design Procedure Form for Delaware Sand Filter
Designer:
Company:
Date:
Project:
Location:
1. Determine Design Storage Volume
(Use Worksheet 1)
a. Total Tributary Area (maximum
Ab;b =
acres
100)
VBMP =
ft3
b. Design Storage Volume, VBMP
2. Maximum Water Height in
Sedimentation Basin*
a. Invert elevation at connection to
storm drain system.
Elev. Storm Drain =
ft
b. Sand Filter invert elevation
(consider min. grade (1 %) from
Elev. Filter Bottom =
ft
storm drain).
c, Estimate filter depth or use min.
Filter Depth =
ft
(3')-
d. Top elevation of filter bed.
Filter bed top elev. (pt B) =
ft
e. Surface elevation at BMP inlet.
BMP inlet Elev. (pt C) =
ft
f. Determine max. allowable height
(2h) of water that can pond over
the filter using the elevation
2h -
ft
difference between the filter bed
top and the BMP inlet.
2h = [(C-B) -1' Freeboard]
3. Minimum Surface Area of the
Chambers
If 2h < 2.67 feet (2' -8 °)
Af =AS= VBMP /(4.1h +0.9)
If 2h > 2.67 feet (2' -8 ")
Af = AS = [VBMP x d5] / [k(h +d5)t ]
a. Sand bed depth, ds ds = ft
b. Filter Coefficient, k k = ft/hr
c. Draw -down time, t t = hr
d. % max. allowable water depth h = ft
over filter, h
e.
Sediment Chamber Area As, and
AS and Af =
ft?
Filter Surface Area Af
4. Sediment Chamber and Filter
Dimensions
a.
Select width (Ws = Wf = 18" to 30 ")
Ws = Wf =
ft
b.
Filter length (Ls = Lf = Af dWf)
LS = Lf = 4
ft
c.
Adjusted length (rounded)
Ls = Lf =
ft
d.
'Adjusted area (As = Af = Wf x Lf)
As = Af =
ftz
5. System Storage Volume
a.
Storage in fitter voids (V„ = At x
V1 =
ft3
b.
0.4(d9 +ds)
Volume of flow through filter (VQ =
VQ =
ft3
c.
k x AKds +h) 1 hr / ds)
Required net storage (Vr = VBMP—
Vr =
ft
d:
VV—VQ)
Available Na 2h (Af +A
storage = ))
g s
Va =
W
If Va >_ Vr, sizing is complete
Check V, >_ Va ❑
If Va < Vr, repeat steps 4 and 5
Notes:
* Based on these elevations, is there a sufficient elevation drop to allow gravity flow from the
outlet of the control measure to the storm drain system? If no, investigate alternative on -site
locations for treatment control, consider another treatment control measure more suitable for
site conditions, or contact the District to discuss on -site pumping requirements.
Worksheet 9
Design Procedure Form for Grassed Swale
Designer:
Company:
Date:
Project:
Location:
1. Determine Design Flow
(Use Worksheet 2)
QBMP =
cfs
2. Swale Geometry
a. Swale bottom width (b)
b. Side slope (z)
c. Flow direction slope (s)
b =
z =
s =
ft
%
3. Design flow velocity (Manning n = 0.2)
v =
ft/s
4. Depth of flow (D)
D =
ft
5. Design Length (L)
L = (7 min) x (flow velocity, ft/sec) x 60
L =
ft
6. Vegetation (describe)
1. Outflow Collection (check type used or
describe "other')
❑T Grated Inlet'
lJ Infiltration Trench
Underdrain
❑ Other
Notes:
Worksheet 10
Design Procedure Form for Filter Strip
Designer:
Company:
Date:
Project:
Location:
1. Determine Design Flow
(Use Worksheet 2)
QBMP = cfs
2. Design Width
Wm = (QBMP) /0.005 cfs/ft
Wm = ft
3. Design Length (15 ft minimum)
Lm = ft
4. Design Slope (4 % maximum)
So = %
5. Flow Distribution (check type used or
describe "other")
❑ Slotted curbing
❑ Modular Block Porous Pavement
❑ Level Spreader
❑ other
6. Vegetation (describe)
5. Outflow Collection (check type used
or
describe "other")
Grass Swale
El Street Gutter
❑ Storm Drain
❑ Underdrain
❑ Other
Notes:
r,
Worksheet 11
Design Procedure Form for dater Quality Inlets
Designer:
Company:
Date:
Project:
Location:
1. Determine Design Flow Rate
(Use Worksheet 2)
QBMP = cfs
2. Water Quality Inlet
Manufacturer Name
Model
Flow Capacity of Model
Please include a technical sheet from
the manufacturer with information on
this model.
Make
Model
Capacity cfs
Notes:
0
Worksheet 1
Design Procedure for BMP Design 'Volume
'
Designer: GQet'f 'Sy
r
Company:
Date: g c
Project:_
Location: L,,-
W �5 i IA.)
1. Determine the Tributary Area to the BMP (AWO
Ab;b=
9 , 13
acres
(1)
2. Determine the impervious area ratio (i)
a. Determine impervious area within (Atr;b)
A;mp =
G
acres
(2)
acres
b. Calculate i = (2) / (1)
acre
(3)
3. Determine Runoff Coefficient (C)
C = 0.858•x'3 — 0.78•i2 + 0.774•i + 0.04
C = 0.858-(3)'— 0.78•(3)2 + 0.774•(3) + 0.04
C =
ABC)
}
(4)
1@x22 - .56 3 + .5-91
4. Determine Unit Storage Volume (V„)
V, =0.40•C
V,r0.40•(4)
V„ _
19 a,
acre -in
acre
(5)
5. Determine Design Storage Volume
a. VBMP = (5) x (1) [acre -in]
VBMP =
li j
acre -in
(6)
b. VBMP = (6) / 12 [acre -ft]
VBMP =
, / (o
acre -ft
(7)
C. VBMP = (7) x 43560 [ftl
VBMP
ft3
(8)
Notes:
i
Worksheet 2
Design Procedure Form for Design Flow
Uniform Intensity Design Flow
Designer: 1 A W +5c ,
Company: LJ �, _ I
Date: W U
Project: 7b c SAop6 4VT Oor'r. n
Location: Agn- l
GJ,E'S IL51A)
1. Determine Impervious Percentage
a. Determine total tributary area
Atot., _
cf, /
acres (1)
b. Determine Impervious %
i
% (2)
2. Determine Runoff Coefficient Values
Use Table 4 and impervious % found in step 1
a. A Soil Runoff Coefficient
Ca =
(3)
b. B Soil Runoff Coefficient
Cb =
r ice°'
(4)
c. C Soil Runoff Coefficient
Cc _
(5)
d. D Soil Runoff Coefficient
Cd =
(6)
3. Determine the Area decimal fraction of each soil type
in tributary area
a. Area of A Soil / (1) =
Aa = .
(7)
b. Area of B Soil / (1) =
Ab =
1
(8)
c. Area of C Soil / (1) _
& _
(9)
d. Area of D Soil / (1) =
Ad =
(10)
4. Determine Runoff Coefficient
a. C = (3)x(7) + (4)x(8) + (5)x(9) + (6)x(10) =
C =
r'
(11)
5. Determine BMP Design flow
a.QBMP= CxfxA= (11)x0.2x(1)
QBMP=
!� 2�Q
3
S (12)
Worksheet 3
Design Procedure Form for Extended Detention Basin
Designer:
Company:
Date:
Project:
Location:
1. Determine Design Volume (Use
Worksheet 1)
'
a. Total Tributary Area (minimum 5 ac.)
A :rib =
acres
b. Design Volume, VBMP
VBMP =
ft3
2. Basin Length to Width Ratio (2:1 min.)
Ratio =
L:W
3. Two -Stage Design
a. Overall Design
1) Depth (3.5' min.)
Depth =
ft
2) Width'(30' min.)
Width =
ft
3) Length (60' min.)
Length =
ft
4) Volume (must be VBMP)
Volume =
ft3
b. Upper Stage
1) Depth (2' min.)
Depth=
ft
2) Bottom Slope (2% to low flow
Slope =
%
channel recommended)
c. Bottom Stage
1) Depth (1.5' to 3')
Depth =,
ft
2) .Length
Length =
ft
3). Volume (10 to 25% Of VBMP)
Volume =
ft3
4. Forebay Design
a. Forebay Volume (5 to 10% of VBMP)
Volume =
ft3
b. Outlet pipe drainage time (a 45 min)
Drain time=
minutes
5. Low -flow Channel
a. Depth (9" minimum)
Depth =
ft
b. Flow Capacity (2 * Forebay QOUT)
QL.R.=
cfs
6. Trash Rack or Gravel Pack (check one)
Trash Rack
Gravel Pack
7. Basin Outlet
a. Outlet type (check one)
Single orifice
❑
Multi- orifice plate
❑
Perforated Pipe
❑
Other
b. Orifice Area
Area =
ft2
c. Orifice Type
Type
d. Maximum Depth of water above
Depth =
ft
bottom orifice
e. Length of time for 50% VBMP
Time 50% =
hrs
drainage (24 hour minimum)
f. Length of time for 100% VBMP
Time 100% =
hrs
drainage (between 48 and 72 hours)
g. Attached Documents (all required)
Attached Documents (check)
1) Stage vs. Discharge
1)
❑
2) Stage vs. Volume
2)
❑
3) Inflow Hydrograph
3)
❑
4) Basin Routing
4)
8. Increased Runoff (optional)
Yes ❑
No ❑
Is this basin also mitigating increased
(if No, skip to #9)
runoff?
Attached Documents (all required)
for 2, 5, & 10 -year storms:
Attached Documents
(check)
1) Stage vs. Discharge
1)
❑
2) Stage vs. Volume
2)
❑.
3) Inflow Hydrograph
3)
❑
4) Basin Routing
4)
❑
9. Vegetation (check type)
❑ Native Grasses
❑ Irrigated Turf
❑ Other
10. Embankment
a. Interior slope (4:1 max.)
b. Exterior slope (3:1 max.)
Interior Slope= %
Exterior Slope =
11. Access
a. Slope (10% max.)
b. Width (16 feet min.)
Slope = %
Width = ft
Notes:
Worksheet 4
Design Procedure Form for Infiltration Basin
Designer:
Company:
Date: g
Project: %ham 5A0 ,Qzg cc,
Location: c,„ aw. I .I -�
l-1g!� 7- BA 6 //J
Cara,
1. Determine Design Storage Volume
(Use Worksheet 1)
a. Total Tributary Area (maximum 50)
b. Design Storage Volume, VgMp
Atr;b = `7 i /3
VgMp =T
acres
ft3
2. Maximum Allowable Depth (Dm)
a. Site infiltration rate (1)
b. Minimum drawdown time (48 hrs)
c. Safety factor (s)
d. Dm = [(t) x (I)] /[12s]
I = I
t =
s = 3
Dm = /,33
in /hr
hrs
ft
3. Basin Surface Area
Am = VBMP / Dm
Am= e+ 5'17_
ft2
4. Vegetation (check type used or
describe `other")
❑ Native Grasses
❑ Irrigated Turf Grass
Other
Notes:
Worksheet 5
Design Procedure Form for Infiltration Trench
_ t
Designer:
Company:
Date:
Project:
Location:
1. Determine Design Storage Volume
(Use worksheet 1)
a. Total Tributary Area (maximum 10)
b. Design Storage Volume, VBMP
Aft = acres
VBMP = W
2. Maximum Allowable Depth (Dm =
fl /12s)
a. Site infiltration rate (1)
b. Minimum drawdown time (t = 48
hrs)
c. Safety factor (s)
d. Dm = tl /12s -
I = in /hr
t = hrs
s =
Dm= ft
3. Trench Bottom Surface Area
Am =VBMP / Dm
Am= ft2
Notes:
Worksheet 6
Design Procedure Form for Porous Pavement
Designer:
Company:
Date:
Project:
Location:
1. Determine Design Storage Volume
(Use Worksheet 1)
a. Total Tributary Area (maximum 10)
b. Design Storage Volume, VBMp
Atr;b=
VBMp =
acres
W
1. Basin Surface Area
a. Detention Volume VBMp
b. Am= VBMP / (0.17 ft)
VgMp =
Am =
W
ft2
2. Block Type
a. Minimum open area = 40%
b. Minimum thickness = 4 inches
Block Name =
Manufacturer =
Open Area =
Thickness =
%
inches
3. Base Course
a. ASTM C33 Sand Layer (1 inch)
b. ASSHTO M43 -No.8 Gravel Layer
(9 inches)
Sand Layer ❑
Gravel Layer ❑
(check)
(check)
Notes:
Worksheet 7
Design Procedure Form for Austin Sand Filter
Designer:
Company:
Date:
Project:
Location:
1. Determine Design Storage Volume (Use
Worksheet 1)
a. Total Tributary Area (maximum 100)
At6b =
acres
b. Design Storage Volume, VBMP
VBMP =
ft3
2. Maximum Water Height in Sedimentation
Basin"
-
a. Invert elevation at connection to storm
Elev. Storm Drain =
ft
drain system.
b. Sand Filter invert elevation (consider
min. grade (1 %) from storm drain).
Elev. Pt A =
ft
Point A, Figure 9.
c. Estimate filter depth or use min. (3').
Filter Depth =
ft
d. Top elevation of filter bed. Point B,
Elev. Pt B =
ft.
- Figure 9.
e. Surface elevation at BMP inlet. Point C,
Elev. Pt C =
ft
Figure 9.
f.. Determine max. allowable height (2h) of
water. in the sedimentation basin using
the elevation difference between points
2h -
ft
C and B. (min. 2', max. 10')
2h = [(C -B) -1' Freeboard]
3. Size Sedimentation Basin
a. Find Sedimentation Basin Area, As
As = VBMP / (2h)
As =
ft2
b. Determine basin length and width,
using a len. th to width ratio >- 2:1
As = 2 x V
width =
ft
length = 2 x width
length =
ft
4. Size Filter Basin
a. Determine Filter Basin Area, Af
Af = VBMP / 18
b. Determine Filter Basin Volume
Vf = Af x filter depth (part 2c)
c. Determine Required Volume, Vr
V, = 0.2 x VBMP
d. Check if V,5 Vf If no, redesign with an
increased filter depth or increase filter
area.
Af = ft2
Vf = ft3
Vr = ft3
Check V< <_ Vf
Notes:
* Based on these elevations, is there a sufficient elevation drop to allow gravity flow from.
the outlet of the control measure to the storm drain system? If no, investigate alternative
on -site locations for treatment control, consider another treatment control measure more
suitable for site conditions, or contact the District to discuss on -site. pumping
requirements.
Worksheet 8
Design Procedure Forma for Delaware Sand Filter
Designer:
Company:
Date:
Project:
..Location:
1. Determine Design Storage Volume
(Use Worksheet 1)
a. Total Tributary Area (maximum
Abib =
acres
100)
V BMP =
W
b. Design Storage Volume, VBMP
2. Maximum Water Height in
Sedimentation Basin'
a. Invert elevation at connection to
storm drain system.
Elev. Storm Drain =
ft
b. Sand Filter invert elevation
,(consider min. grade (1 %) from
Elev. Filter Bottom =
ft
storm drain).
c. Estimate filter depth or use min.
Filter Depth =
ft
(3').
d. Top elevation of filter bed.
Filter bed top elev. (pt B) =
ft
e.. Surface elevation at BMP inlet.
BMP inlet Elev. (pt C) =
ft
f.. Determine max. allowable height
(2h) of water that can pond over
the filter using the elevation
2h =
ft
difference between the filter bed
top and the BMP inlet.
2h = [(C -B) — 1' Freeboard]
3. Minimum Surface Area of the
Chambers
If 2h < 2.67 feet (2' -8 ")
Af= As= VBMP /(4.1h +0.9)
If 2h > 2.67 feet (2' -8 ")
Af = As = [VBMP x ds] / [k(h +ds)tf]
a. Sand bed depth, ds
ds =
ft
b. Filter Coefficient, k
k=
ft/hr
c. Draw -down time, t
t =
hr
d. '/2 max. allowable water depth
h =
ft
over filter, h
i
e.
Sediment Chamber Area As, and
Filter Surface Area Af
AS and Af =
ft2
4. Sediment Chamber and Filter
Dimensions
a. Select width (Ws = Wf = 18" to 30 ")
b. Filter length (LS = Lf = AfM Y •f)
c. Adjusted length (rounded)
d. Adjusted area (As = Af = Wf x Lf)
Ws = Wf =
Ls = Lf =
Ls = Lf =
As = Af =
ft
ft
ft
ftz
5. System Storage Volume
a. Storage in filter voids (V„ = Af x
0.4(dg +ds)
b. Volume of flow through filter (VQ =
k x AKds +h) 1 hr / ds)
c. Required net storage (V,.= VBMP-
VV-VQ)
d. Available storage (Va = 2h(Af +As))
If Va >_ Vr, sizing is complete
If Va < Vr, repeat steps 4 and 5
V„ =
VQ =
Vr =
Va =
Check Vr >_ Va ❑
W
ft3
W
W
Notes:
* Based on these elevations, is there a sufficient elevation drop to allow gravity flow from the
outlet of the control measure to the storm drain system? If no, investigate alternative on -site
locations for treatment control, consider another treatment control measure more suitable for
site conditions, or contact the District to discuss on -site pumping requirements.
Worksheet 9
Design Procedure Form for Grassed Swale
Designer:
Company:
Date: -
Project:
Location:
1. Determine Design Flow
(Use Worksheet 2)
QBMp =
cfs
2. Swale Geometry
a.. Swale bottom width (b)
b. Side slope (z)
c. Flow direction slope (s)
b =
z =
s =
ft
%
3. Design flow velocity (Manning n = 0.2)
v =
ft/s
4. Depth of flow (D)
D =
ft
5. Design Length (L)
L = (7 min) x (flow velocity, ft/sec) x 60
L =
ft
6. Vegetation (describe) -
1. Outflow Collection (check type used or
describe "other")
❑ Grated Inlet'
❑ Infiltration Trench
[� Underdrain
❑ Other
Notes:
Worksheet 10
Design Procedure Form for Filter Strip
Designer:
Company:
Date:
Project:
Location:
1. Determine Design Flow
(Use Worksheet 2)
QBMP = cfs
2. Design Width
Wm = (QBMP) /0.005 cfs /ft
Wm = ft
3. Design Length (15 ft minimum)
Lm= ft
4. Design Slope (4 % maximum)
Sp = %
5. Flow Distribution (check type used or
describe "other")
❑ Slotted curbing
❑ Modular Block Porous Pavement
❑ Level Spreader
❑other
6. Vegetation (describe)
5. Outflow Collection (check type used
or
describe "other')
❑ Grass Swale
❑ Street Gutter
❑ Storm Drain
❑ Underdrain
❑ Other
Notes:
0
Worksheet II
Design Procedure Forts for Water Qualify Inlets
Designer:
Company:
Date:
Project:
Location:
1. Determine Design Flow Rate
(Use Worksheet 2)
QBMP = cfs
2. Water Quality Inlet
Manufacturer Name
Model
Flow Capacity of Model
Please include a technical sheet from
the manufacturer with information on
this model.
Make
Model
Capacity cfs
Notes:
4
THE SHOPS
AT
CORAL MOUNTAIN
Prepared by: .
W &W Design Development, Inc.
81735 Levy 111, Ste. B
Indio, CA 92253
(760)3 42-7766
September 2008
(\CFESS /C
Wq
O �
o.26662 z
uARCH 31, 2010 a
C I V 11.
OF CA0
1!/2� °£3
i
1
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i
1
I
1
1
1
'1
1
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1
i
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1
THE SHOPS
AT
CORAL MOUNTAIN
Prepared by: .
W &W Design Development, Inc.
81735 Levy 111, Ste. B
Indio, CA 92253
(760)3 42-7766
September 2008
(\CFESS /C
Wq
O �
o.26662 z
uARCH 31, 2010 a
C I V 11.
OF CA0
1!/2� °£3
11
THE SHOPS AT CORAL MOUNTAIN
The Shops at Coral Mountain is a commercial project located at the southeast and southwest
comers of Avenue 58 and Madison Street. The parcel on the east side of Madison Street consists
of 5.69 acres and the parcel on the'west side of Madison Street consists of 9.12 acres.
The portion of the project east of Madison Street will drain to a detention basin at the southerly
portion of the property. There is ari existing 18" storm drain that was installed with the
construction of Tract 31681 -2 that was constructed to provide for drainage from the commercial
site to the golf course. The proposed detention basin will provide temporary storage for the
stormwater that exceeds the capacity of the stormdrain. A Maxwell drywell will be constructed in
the bottom of the basin at an elevation of 0.50 feet below the invert elevation of the outlet pipe to
allow for disposal of nuisance flows.
The portion of the project west of Madison Street will drain to a proposed detention basin at the
southern portion of the property. A 36" stormdrain will be constructed from the detention basin to
the future golf course or a temporary retention basin within the future golf course. The detention
basin will detain that portion of the storm water that exceeds the capacity of the pipe. A Maxwell
drywell will be constructed in the bottom of the basin at an elevation of 0.50 feet below the invert
of the outlet pipe to allow for disposal of nuisance flows.
---------------------------------
�I
PRELIMINARY SITE PLAN - PS -6
THE SHOPS AT .CORAL MOUNTAIN
SEC & SWC AVENUE 58 & MADISON STREET
LA QUINTA7 CALIFORNIA
I
Summary — Phase
Land t4.84AC
t211,0123F
Building
Land —to —Bldg Ratio
36,871 SF
4.72/1
—=. Coverage
17.43
Parking Required: **
General Retail (including
REIA7�talls
@ 1/250
N fl D E L
�— Parking Provided
184stalls
�— Parking Ratio
4.99/1000
I
Summary — Phase 2
Land f8.07AC f351,67'SF
Building 68,200SF
Land —to —Bldg Ratio 4.16/1
Coverage 19.39%
Parking Required: **
General Retail (including R & stalls
@ 1/250
Parking Provided 314stalls
Parking Ratio 4.60/1000
* *Parking Required per Specific Plan 03 -067
Z®
60
ALL 9IIaws� MRIO043M sm voolpa 5 AID 1w 0ss As sow 91 71B {4N1
ARE PWASIAR7 AND 98AiC 10 M;OEICAROI AT K ONER1 DWOM WMff WICE
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OR O1:PDILY 6 MC A 99SIC f7iM B6 03iR:R. -
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DATE• 0415.07
.�
MADa JoBjt 05560.A0
MARINO INVESTMENTS
MARM
KADM RETAIL ARCHrrM-5. UP
3080 BF3SRX ST. SUM S00
N fl D E L
. - 3636 MCH ST SUM 100
I-
COSTA MESA, CA 92625
T.714540.5000 F.714.755.=3
R E.T fl I L
1410 RT BEACH. CA 92650
T (949) 973 --0242 F (949) 975-0213
VWXADElARGCOM
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85TE BBRIAVE 1U''IrjPL _ -.-.-.-.-.-.-.-.-.-..-
EXISTING ACWSS
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—�_ AAM
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• N AVENUE 58
60T11AVE - - - -! _ - -- -- -- �' .. -N'89' 7N .t7EL00 .. �7
1! i li llilillllll l xr.y 1. N _•_ _
y
VICINITY MAP _ —I� ( i II Bey
t PE 157m — I I i 1 P PE ® I i I: 1 p PE 4553. 4
,� ° FL ! I B sl I I I
ICI T�i.eB I
OWNER/DEVELOPER _ / - I B , ,i 5 eF.' zres l PROP IB' STORM DRAOV
E 8 M CORAL MOUNTAIN, LLC $ R \ �/ I C � t —.� I PE 45650 T� 'Au
.NIPS MARINO `�. 2 FL \ �j PE 155.00 I�T,-C14.173
t�P�T eF���CA� ! {' 111 11. 1 I I I I 4 r— ` / I nY i PE 454M ,�
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LEGEND: \ PE 45550 s\� B 40' i J N 3T58121N / la
100E PROPOSED ELEVATION 1 �.�J,J
X00.0) E703TIN0� ATION + ( '�{"
FL naw 6WE �, , \ l
WI CENTERUNE (`
RAY FINISH SURFACE
NGH POW
FF FINISHED FLOOR 1 ,� F/ L
EG FISHD PE 45450
FO FINISHED GRADE Pip
GB 0U` �f BREAK
CURB AND GUTTER
EP EDGE OF PAVEMENT
06V INVERT
GUTTER
FL
75.48
t
$ 1 B b p
PE H
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, \
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SCALE: 7- W
p n fl D
W 00 0 60 131 780
n n D 1!
FUTURE OR TQA'DnARY I fl ® Q
117 I t a
RETENnON BASIN
BTM- 441.00 5
IL t.
THE SHOPS AT CORAL MOUNTAIN
PRELI M I NARY
��4� ®� �� ®o�e�po�® GRADING PLAN
LA QUINTA, CALIFORNIA � °��•�°°�
� fV 7o-r�s a p8aa -n,I
FOR: E & M CORAL MOUNTAIN, LLC LA QUINTA, CALIFORNIA
w
VICINITY MAP
OWNERMEWLOPER
E 6 M CORAL MOUNTAIN. LLC
9888 BRCN ST. SURE 700
NEWPORT BEACK CA82NO
T WM ff7"M F WO) 87"M
WWWAWiNOINVESTMCNTLOO
LEGEND:
100.0
PROPOSED ELEVATION
(IODA)
E00STING ELEVATION
TC
TOP OF CURB
\
FL
FLOW LINE
CA.
RAW
CENTEMUNE
RIGHT OF WAY
`
)
HP
NP
FF
HIGHNSURFACE
4S POOR
F0 FLOOR
/
EO
E)aSNEO
E70ST0/D GRADE
_
FO
FINISHED A O
G13
GRADE BREAK
C8O
CURB AND GUTTER
EP
EDGE OF PAVEMENT
INV
OVERT
O
GUTTER
�r
+5-
a 7
[PUT
SCALE: 1' =6O .
60 m D 6D 120 ISO
FUTURE OR TEMPORARY
RETENTION BASIN
THE SHOPS AT CORAL MOUNTAIN
LA QUINTA, CALIFORNIA
FOR: E& M CORAL MOUNTAIN, LLC
w
-�'�
REMOVE 6 REPLACE
rr a fFRG . WO R/A1MD
� In91Pr�+1. so � Jo-rA
m
PRELIMINARY-
GRADING PLAN
LA QUINTA, CALIFORNIA
lHauls NOSI(IVW AO ISVH
t
t
i
t
t
1
1
1
1
I
i
1
A A J�l� E 10 T
113
123
133
143
153
163 I
IT
183
C93
1103
0
SOIL
GROUP
COVER
TYPE
RI.
NUMBER
PERVIOUS
AREA
LAND
USE
DECIMAL
PERCENT i
ADJUSTED
INFILTRATION
AREA
i
AVERAGE
ADJUSTED
-�
C)
( PLATE C -1)
( PLATE E -6.1)
INFILTRATION
OF AREA I
RATE-IN/HR
gcee;s
INFILTRATION
� X0
RATE -IN /HR
f PLATE E -6.2)
IMPERVIOUS
( PLATE E -6.3)
143(1 - ,9063)
RATE -IN /HR
C73oC93
0
C r--
��f3
8
Ga�►1 cl•cQ
85%
I O
5j ` I
<
0
I
va
z
u (�
az
Cil) 0
0 0
D o
—I 3
rn
o
0
iC83- 11103-
I
VARIABLE LOSS RATE CURVE (24- HOURISTORM ONLY)
FM =Minimum Loss Rate = F/2 =E [103 /Z = , o t-0 IN. /HR.
S S
C = (F— Fm) /54 = (1CI0]— Fm) /54= ,owI
FT = C(24— (T/60))1.55 +FM= (24— (T/60)).55+ I IN./HR,
Where:
T =Time in minutes. To get an average value for each unit time period Use T= 2 the unit time for the
first time period,T =I- unit time for the second period,etc.
EAST OF MADISON STREET
Site Area = 247,690 SF 5.69 AC
% Impervious: 85%
Soil group `B"
Rainfall 1 hour —100 year = 1.6"
3 hour — 100 year = 2.5"
6 hour —100 year = 3.0"
24 hour —100 year = 3.75"
Low loss rate:
0.9— (.8x.85)= .22 =22%
n
I�
{
OUTFLOW AND PERCOLATION
{�
Percolation
r
Maxwell drywell: 0.10 CFS
= 360 CF/hr = 30 CF /5 min.
Outflow above elevation .445.00
(18" pipe)
Elev. Q (CFS)
CF /5 min. Maxwell
Total Discharge
t;
446 10.5
3,150 30
3,180
447 12.0
3,600 30
3,630
448. 13.5
4,050 30
4,080
449.3 15.8
4,740 30
4,770
•
I�
r
r
r
RETENTION BASIN VOLUME
Elev. Area Volume Acc. Volume
445
2,896
3,278
446
3,659
4,071
447
4,482
4,921
448
5,360
5,829
449
6,298
6,795
450
7,291
7,816
451
8,340
18"
PIPE OUTFLOW INVERT:
445.00
3,278
7,349
12,270
' 18,099
24,894
32,710
f
1
t
t
t
A
E
t
RC C & WCD
HYDROLOGY
MANUAL
SYNTHETIC UNIT HYDROGRAPH METHOD
Unit Hydrograph and Effective Rain
Calculation Form
Project
THE SHOPS AT CORAL MOUNTAIN
Sheet
By Date
Checked Date
[1) CONCENTRATION POINT EAST OF MADISON STREET
[2) AREA DESIGNATION
[3] DRAINAGE AREA 5.69 AC
[4) ULTIMATE DISCHARGE - CFS- HR.S/IN (645' (3])
[5) UNIT TIME - MINUTES 5 MIN.
[6) LAG TDAE- MINUTES
[7) UNIT TRvIE- PERCENT OF LAG (100 ;[5) /[6)
[8) S -CURVE
[9) STORM FREQUENCY & DURATION 100 YEAR I HOUR
[10) TOTAL ADJUSTED STORM RAIN -INCHES 1.6 IN.
[1]] VARIABLE LOSS RATE (AVG)- INCHES/HOUR
[12) MINIMUM LOSS RATE (FOR VAR. LOSS) -IN/HR
[13) CONSTANT LOSS RATE- INCHES/HOUR 0.120
[14) LOW LOSS RATE- PERCENT 22%
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
[15)
UNIT
TIMER
PERIOD
m
(16)
TIME
PERCENT
OF LAG
[1)115)
[17)
CUMULATTVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
(18)
DISTRIB
GRAPH
PERCENT
[17]m- [17]m-
[19)
UNIT
HYDROGRAPH
CFS- HRS/IN
r41118
100
[20)
PATTERN
PERCENT
(PL E -5.9)
[21)
STORM
RAIN
IN/HR
60 f)01[201
100 [5)
[227
LOSS
RATE
IN/HR
MAX LOW
[23)
EFFECTIVE
RAIN
IN/FIA
[27) -[22)
[24)
FLOW
CFS
1
3.6
.691
.571
3249
-2 -
42- -
-686 --
-3-.903-'--'
- --
--
- --
--
- 806 - - --
- -
3
4.4
.845
.725
4.125
4
4.6
.883
.763
4.342
5,
5.0
.960
.840
4.780
6
5.6
1.075
.955
5.434
7
6.4
1229
1.109
6.310
8
8.1
1.555
1.435
8.165
9
13.1
2.515
2.095
11.921
10
34.5
6.624
6.504
37.008
11
6.7
1.296
1.166
6.635
12
3.8
.730
.610
3.471
E= 17.459
_ ._.._..
........
................
..... _..._
]7.459x:083.. °1,449.- .._....... _.- ............
FLOOD VOLUME =1.449 - 12 x 5.69 = .687AF
SAMPLE CALCULATION NO.3
SHORTCUT SYTHETIC HYDROGRAPH
(Example of Plate E -2.2 used for Shortcut Synthetic Hydrograph)
CFS Outlet CFS
Required Detention (CFS)
Required Detention (CF)
1 34249 10;5
0
0
2 3.903 10.5
0
0
3 4.125 10.5
0
0
4 4.342 10.5
0
0
5 4380 10;5
0
0
6 5.434 10.5
0
0
7 6310 10.5
0
0
8 8.165 10.5
0
0
9 11.921 12.0
0
0
10 37.008 15.8
21.208
6,362
11 6.63.5 15,8
12443
35733
12 3.471 15.8
0
0
Volume required above elev. 449.3
6,362
_Area
49.0 6,298
6,795
50.0 7,291
7,816
51.0 8,340
Volume above 4493 = 12,579.3
Maximum water surface: 50.21
t
I
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RC C & WCD
HYDROLOGY
MANUAL.
SYNTHETIC UNIT HYDROGRAPH METHOD
Unit Hydrograph and Effective Rain
Calculation Form
Project
MARINO
Sheet
By Date
Checked Date
[1] CONCENTRATION POINT EAST OF MADISON STREET
[2) AREA DESIGNATION
[3) DRAINAGE AREA 5.69 AC
[4) ULTIMATE DISCHARGE - CFS- HRS/IN (645* [3))-
(5) UNIT TIME - MINUTES 10 AM.
[6] LAG T11,1E- MINUTES
[7] UNIT TIME- PERCENT OF LAG (100 *[5) /[6]
[8] S -CURVE
[9) STORM FREQUENCY & DURATION 100 YEAR 3 HOUR
[10] TOTAL ADJUSTED STORM RAIN- INCHES : 2.5 IN.
[11] VARIABLE LOSS RATE (AVG)- INCHES/HOUR
[12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN/HR .026
(13) CONSTANT LOSS RATE- INCHESMOUR 0.120
[14) LOW LOSS RATE- PERCENT 22%
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
[15)
UNIT
TIME
PERIOD
M
(16)
TIME
PERCENT
OF LAG
[7]•(15)
[17]
_ CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
(18)
DISTRIB
GRAPH
PERCENT
[17]a [17]�
1191
UNIT
HYDROGRAPH
CFS- HRS/1N
r4l*r)81
100
[201
PATTERN
PERCENT
(PL E -5.9)
[211
STORM
RAIN
IN/HR
60001f201
100 [5)
.
[22)
LOSS
RATE
IN/HR
MAX LOW
[23)
FFFECTTVE
RAIN
INIER
[211 -[22)
[24)
FLOW
CFS
1
2.6
.390
.120
.270
1.536
2
2.6
.390
.120
.270
1.536
3
33
.495
.120
.375
1.992
4
3.3
.495
.120
.375
1.992
5
3.3
.495
.120
.375
1.992
6
3.4
.510
.120
.390
2.219
7
4.4-
.660
.120
-540
3.073
8
42
.630
.120
.510
2.902
9
53
.795
.120
.675
3.841
10
5.1
.765
.120
.645
3.670
11
6.4
.960
.120
.840
4.780
12
5.9
.885
.120
.765
4.353
13
73
1.095
.120
.975
5.548
14
8.5
1.275
.120
1.155
6.572
15
14.1
2.115
.120
1.995
11.352
16
14.1
2.115
.120
1.995
11.352.
17
3.8
.570
.120
.450
2.561
18
2.4
.360
.120
.240
1.366
E =100
E =12.84
12.84 x 167 = 2.144
FLOOD VOLUME = 2.144 = 12 x 5 -69 AC = 1.017AF
SAMPLE CALCULATION NO.3
SHORTCUT SYTHETIC HYDROGRAPH
(Example of Plate E -2.2 used for Shortcut Synthetic Hydrograpb)
Required Detention (CFS)
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Required Detention (CF)
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
CFS
Outlet CFS
I
1:536
10;5
2
1.536
10.5
3
1:992
10:5
4
1.992
10.5
5
1.992
10..5
6
2.219
10.5
7
3..073
10..5
8
2.902
10.5
9
1841
IM
10
3.670
10.5
11
4:780
IM
12
4.353
10.5
13
5z548
10:5
14
6.572
10.5
15
11352
12...0
16
11.352
12.0
17
1561
10.5
Required Detention (CFS)
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Required Detention (CF)
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
t
7
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RCjFC & WCD
HYDROLOGY
MANUAL
SYNTHETIC UNIT HYDROGRAPH METHOD
Unit Hydrograpb and Effective Rain
Calculation Form
Project
MARINO
Sheet
BY Date
Checked Date
[1] CONCENTRATION POINT EAST OF MADISON STREET
[2] AREA DESIGNATION
[3] DRAINAGE AREA 5.69 AC
[4) ULTIMATE DISCHARGE - CFS -HRS/IN (645# [3))
[5] UNIT TIME- MINUTES 10 MIN.
(6) LAG TIME - MINUTES
[7] UNIT TIME- PERCENT OF LAG (100;[5]/[6)
[8] S -CURVE
[9] STORM FREQUENCY & DURATION 100 YEAR 6 HOUR
[10] TOTAL ADJUSTED STORM RAIN- INCHES 3.0 IN.
[11) VARIABLE LOSS RATE (AVG)- INCHES/HOUR
[12) MINIMUM LOSS RATE (FOR VAR LOSS) -IN/HR
[13) CONSTANT LOSS RATE- INCHES/HOUR 0.120
[14) LOW LOSS RATE- PERCENT 22%
UNIT HYDROGRAPH
EFFECTIVE RAIN
'
FLOOD
HYDROGRAPH-
1151
UNIT
TDAE
PERIOD
M
[16)
TIME
PERCENT
OF LAG
[7]•[15]
[171
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
[18)
DISTRIB
GRAPH
PERCENT
[17)m417)m-
(191
UNIT
HYDROGRAPH
CFS -HRS/IN
4 • 8
100
[20)
PATTERN
PERCENT
(PL E -5.9)
[211
STORM
RAIN
IN/HR
60 F)0 1r20
100 [5)
[221
LOSS
RATE
Dim
MAX LOW
[23)
EFFECTIVE
RAIN
INAM
[211 -(221
(24)
FLOW
CFS
'
1
1:1
.198
.120
.078
.444
2
1.2
.216
.120
.096
.546
- - 3._..------ __
.... . .... .- -- -- -
-.
_....._
4
1.4
.252
.120
.132
.751
5
1.4
.252
.120
.132
.751
6
1.5
.270
.120
.150
.854
7
1.6
.288
.120
.168
.956
8
1.6
288
.120
.168
.956
9
1.6
.288
.120
.168
.956
10
1.6
288
.120
.168
.956
11
1.6
.288
.120
.168
.956
12 -
1.7
.306
.120
.186
1.058 _
13.
1.7
.306
.120
.186
1.058
14
1.8
.324
120
.204
1.161
15
1.8
.324
.120
.204
1.161
16
1.8
.324
.120
204
1.161
17
2.0
.360
.120
.240
1.366
18
2.0
.360
.120
240
1366
.19.
A.450
..378 _. ....120
.258. _ .. ..
-1.468 .......
20
...2..1
2.2
.396
:120
.276
1.570
21
2.5
.120
.330
1.878
22
2.8
.504
.120
.384
2.185
23
3.0
.540
.120
.420
2.390
24
32
.576
.120
.456
2.595
SAMPLE CALCULATION NO.3
SHORTCUT SYTHETIC HYDROGRAPH
(Example of Plate E -2.2 used for Shortcut Synthetic Hydrograph)
) CFC & WCD
HYDROLOGY
DUAL
SYNTHETIC UNIT HYDROGRAPH METHOD
Unit Hydrograpb and Effective Rain
Calculation Form
Project
MARINO
Sheet
By Date
Checked Date
[1] CONCENTRATION POINT EAST OF MADISON STREET
[2] AREA DESIGNATION
[3] DRAINAGE AREA 5.69 AC
[4) ULTIMATE DISCHARGE - CFS- HRS/IN (645• [3])
[5] UNIT TIME-MINUTES 10 MIN.
[6] LAG TIME- MINUTES
[7) UNIT TIME- PERCENT OF LAG (100 *[5) /[6]
[8) S -CURVE
[9) STORM FREQUENCY & DURATION 100 YEAR 6 HOUR
[I O] TOTAL ADJUSTED STORM RAIN-INCHES 3.0 IN.
[11) VARIABLE LOSS RATE (AVG)- INCHES/HOUR
[12] MINIMUM LOSS RATE (FOR VAR LOSS) -IN/HR
[13] CONSTANT LOSS RATE- INCHES/HOUR 0.120
[14] LOW LOSS RATE- PERCENT 22%
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
1151
UNIT
TIME
PERIOD
m
[16)
TIME
PERCENT
OF LAG
[7]1[15]
M9
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
_ DISCHARGE
(S- GRAPH)
1181
DISTRM
GRAPH
PERCENT
(17)m-[17)m-
[19)
UNIT
HYDROGRAPH
CFS- HRS11N
4118
100
[20)
PATTERN
PERCENT
(PL E -5.9)
[21)
STORM
RAIN
IN/HR
60 QJT2 0
]00[5)
[22)
LOSS
RATE
IN/HR
MAX LOW
[23)
EFFECTIVE
RAIN
INIER
[21) -[22]
[24)
FLOW
CFS
25
3.5
.630
.120
.510
--
27
4.2
.756
.120
.636
28
1 4.5
.810
.120
.690
29
4.8
MA
.120
.744
30
5.1
.918
.120
.798
31
6.7
1.206
.120
1.086
32
8.1
1.458
.120
1.338
33
10 -3
1.854
.120
1.734
34
2.8
.504
.120
-384
35
1.1
.198
.120
.078
36
0 -5
.090
.120
.026
.064
E =100
E= 13.774
..13.774x_ 167_= 2.300 . - _...
FLOOD VOLUME = 2.300 12 x 5'.69 AC = 1.091AF
SAMPLE CALCULATION NO.3
SHORTCUT SYTHETIC HYDROGRAPH
(Example of Plate E -2.2 used for Shortcut Synthetic Hydrograph)
i
I
t
RCFC & WCD
HYDROLOGY
MANUAL
SYNTHETIC UNIT HYDROGRAPH METHOD
Unit Hydrograph and Effective Rain
Calculation Forin
Project
MARINO
Sheet
By Date
Checked Date
[I] CONCENTRATION POINT EAST OF MADISON STREET
[2] AREA DESIGNATION
[3) DRAINAGE AREA 5.69 AC
[4] ULTIMATE DISCHARGE - CFS -HRS/IN (645' [3))
[5) UNIT TIME - MINUTES 30 MIN.
[6] LAG TIN E-MINUTES
[7) UNIT TRY E- PERCENT OF LAG (100'[5)/[6)
[8) S -CURVE
[9) STORM FREQUENCY & DURATION 100 YEAR 24 HOUR
[10] TOTAL ADJUSTED STORM RAIN-INCHES 3.75 IN.
[11] VARIABLE LOSS RATE (AVG )-INCHES/HOUR
[12) MINIMUM LOSS RATE (FOR VAR. LOSS) -IN/HR
[13] CONSTANT LOSS RATE- INCHES/HOUR 0.120
[14] LOW LOSS RATE- PERCENT 22%
UNIT HYDROGRAPH .
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
[151
UNIT
TIME
PERIOD
m
[16
TIME
PERCENT
OF LAG
[71'[15]
[171
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S�iRAPH)
[18]
DISTRIB
GRAPH
PERCENT
[17)- (17)m-
(19)
UNIT
HYDROGRAPH
CFS- HRS/1N
F41'[181
100
[201
PATTERN
PERCENT
(PL E -5.9)
[21)
STORM
RAIN
W/HR
60 f 102 0
100 [5)
[221
LOSS
RATE
INAIR
MAX LOW
[73)
EFFECTIVE
RAIN
IN/HR
[211 - [221
[24)
FLOW
CFS
.
.
1
.5
.038
.209
.008
.030
.171
2
.7
.053
.204
.012
.041
.233
.200-
.005
.018
.102
4
.7
.053
.195
.012
.041
233
5
.8
.060
.190
.013
.047
.267
6
1.0
.075
.186
.017
.058
.330
7
1.0
.075
.181
.017
.058
.330
8
1.1
.083
.177
.018
.065
.370
9
1.3
.098
.172
.022
.076
.432
10
1.5
.113
.168
.025
.088
.501
11
1.3
.098
.163
.022
.076
.432
12
1.6
.120
.159
.026
094
.535
13
1.8
.135
.155
.030
.105
.598
14
2.0
.150
.151
.033
.1.17
.666
15
.2.1
.158
.147
.011
.063
16
2.5
.188
.143
.045
.256
17
3.0
.225
.139
.086
.489
18
3.3
.248
.135
.113
.643
19
.
3.9
.293
.131
.162
.922
20
43
.323
.128
.195
1.110
21
3.0
.225
.124
.101
.575
22
4.0
.300
.120
.180
1.024
23
3.8
.285
.117
.168
.956
24
3.5
.263
.114
.149
.848
25
5.1
.383
.110
.273
1.553
SAMPLE CALCULATION NO.3
SHORTCUT SYTHETIC HYDROGRAPH
(]Example of Plate E -2.2 used for Shortcut Synthetic Hydrograph)
RCFC & WCD
HYDROLOGY
MANUAL
SYNTHETIC UNIT HYDROGRAPH METHOD
Unit Hydrograph and Effective Rain
Calculation Form
Project
MARINO
Sheet
BY Date
Checked Date
[I] CONCENTRATION POINT EAST OF MADISON STREET
[2] AREA DESIGNATION
[3] DRAINAGE AREA 5.69 AC
[4] ULTIMATE DISCHARGE - CFS- HRS/IN (645* [3])
[5] UNIT TIME- MINUTES 30 MIN.
[6] LAG TIME- MINUTES
[7] UNIT TINIE- PERCENT OF LAG (100•[5]/[6]
[8] S -CURVE
[9] STORM FREQUENCY & DURATION 100 YEAR 24 HOUR
[10] TOTAL ADJUSTED STORM RAIN- INCHES 3.75 IN.
[11] VARIABLE LOSS RATE (AVG)- INCHES/HOUR
[12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN/HR
[13] CONSTANT LOSS RATE- INCHESIHOUR 0.120
[14] LOW LOSS RATE- PERCENT 22%
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
[15)
UNIT
TIME
PERIOD
m
1161
TIME
PERCENT
OF LAG
[7]`[15]
[771
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
[18]
DISTRIB
GRAPH
PERCENT
[17]m- (17)m-
[19)
UNIT
HYDROGRAPH
CFS- HRS/IN
[411181
100
(201
PATTERN
PERCENT
(PL E -5.9)
[21)
STORM
RAIN
INIUR
60 f1Q1r201
100 [5]
122)
LOSS
RATE
IN/HR
MAX LOW
[231
EFFECTIVE
RAIN
IN/HR
[21] -[22]
(241
FLOW
CFS
26
5.7
.428
.107
_321
1.827
_.27._._......
-
._......_._._..... __...._
.._...._.._...._...
... _........- ......6.8
.........._....
.510
.104
.406
2.310
28
4.6
.345
.101
.244
1.388
29
5.3
.398
.098
.300
1.707
30
5.1
.383
.095
.288
1.639
31
4.7
.353
.092
.261
1.485
32
3.8
.285
.089
.196
1.115
33
.8
.060
.086
.013
.047
.267
34
.6
.045
.084
.010
.035
.199
35
1.0
.075
.081
.017
.058
330
36
.9
.068
.079
.015
.053
.302
37
.8
.060
.077
.013
.047
267
38
.5
.038
.074
.008
.030
.171
39
.7
.053
.072
.012
.041
.233
40
.5
.038
.070
.008
.030
.171
41
.6
.045
.069
.010 1
.035
.199
42
.5
.038
.067
.008
.030
.171
43
.5
.038
.065
.008
.030
.171
44
.5
.038
.064
.008
.030
171
45
.5
.038
.063
.008
.030
.171
46
.4
.030
.061
.007
.023
.131
47
EFF. RAIN 4.978 IN/HR x. 5 HR = 2.489
.4
.030
.060
.007
.023
.131
48
1
.4
.030
.060
.007
.023
.131
2.489 =12 x 5.69 SF =1.180 AF
E =100
E =4.978
SAMPLE CALCULATION NO.3
SHORTCUT SYTHETIC HYDROGRAPH
(Example of Plate E -2.2 used for Shortcut Synthetic Hydrograph)
8 S R�
M
CI]
127
C3]
143
153
163 I
173
181
191
(101
�T-
SOIL
GROUP
COVER
TYPE
RI.
NUMBER
PERVIOUS
AREA
LAND
USE
DECIMAL
PERCENT i
ADJUSTED
INFILTRATION
AREA
SO INCHES
C8]_
FC87
AVERAGE
ADJUSTED
(PLATE C -1)
(PLATE E-6.1)
INFILTRATION
OF AREA
RATE -IN /HR
INFILTRATION
Z �0
RATE -IN /HR
I PLATE E -6.2)
IMPERVIOUSI
1 PLATE E-6.3)'
[47(1-.9[6]1
RATE - IN /HR
1739193
Q
C �-
b Q
r-
.
-0
i
z
M
CID
r
v
Cn
C-)
0 0
y
7
o
rn
0
6
11e 1 i110
VARIABLE LOSS RATE CURVE (24 -HOUR STORM ONLY)
Fm= Minimum Loss Rate = F/2 =I [103 /2 = , o4, 0 IN. /HR.
8
8
C = (F -Fm) / 54 = (l CIO] - Fm) / 54 = , 6n l I
FT = C(24— (T/60))1.55 ¢ Fm = (24 —(T /60)) 1.55 ± IN. /HR.
Where:
T =Time in minutes. To get an average -value for each unit time period,Use•T= 2 the unit time for the
first time period,T =12 unit time for the second period etc. _
WEST OF MADISON STREET
Site Area = 247,690 5.69 AC
% Impervious: 85%
Soil Group "B".
1 hr = 2.0 in
3 hr = 2.6 in
6 hr = 3.1 in
24 hr = 4.0 in
Low loss rate: 0.9—(.8x.85)=.22=22%
OUTFLOW AND PERCOLATION
Maxwell Total Discharge
30 30 ,
30 4,350
30 14,070
30 18,030
Percolation
Maxwell Dry-Well:
0.10 CFS = 360 CF/HR = 30 CF /5 min.
Outflow above elev.
444.0 (36 pipe)
Elev.
Q (CFS)
CF /5 min,
-445
0
0
446
447
144
468
4,320
14,040 _
448
60.0
18,000
Maxwell Total Discharge
30 30 ,
30 4,350
30 14,070
30 18,030
F
RETENTION. BASIN VOLUME
Elev. Area
Volume
Ace. Volume
445 3,144
3,670
446 4,196
3,670
4,761
447 5,325
8,431
5,928
448 6,531
14,359
7,173
449 7,814
21,532
8,494
450 9,174
30,026
36" Pipe Outflow invert: 445.00
t
� I
v
f
1
11
- 11
s
t
RCFC & WCD
HYDROLOGY
MANUAL
SYNTHETIC UNIT HYDROGRAPH METHOD
Unit Hydrograph and Effective Rain
Calculation Form
Calculation
Project
Sheet
BY Date
Date
[l) CONCENTRATION POINT WEST OF MADISON STREET
[2) AREA DESIGNATION
(3) DRAINAGE AREA 9.12 AC
[4) ULTIMATE DISCHARGE - CFS- HRS/IN (645* [31):
[5) UNIT TIME - MINUTES 5 MIN.
[6) LAG TIME- MINUTES
[7] UNIT TINE-PERCENT OF LAG (100 *[53/[6)
[8] S -CURVE
[9] STORM FREQUENCY & DURATION 100 YEAR I HOUR
[10) TOTAL ADJUSTED STORM RAIN- INCHES 2.0 IN.
[11) VARIABLE LOSS RATE (AVG)- INCHES/HOUR
[12) MINMJM LOSS RATE (FOR VAR LOSS) -IN/HR
[13) CONSTANT LOSS RATE- INCHES/HOUR 0.120
[14) LOW LOSS RATE- PERCENT 22%
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
[15)
UNIT
TIME
PERIOD
m
[161
TA4E
PERCENT
OF LAG
[71`[251
[171
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
[18]
DISTRM
GRAPH
PERCENT
[17)m- (17)m-
[191
UNIT
HYDROGRAPH
CFS- HRS/IN
4' 18
]00
[20)
PATTERN
PERCENT
(PL E -5.9)
[21)
STORM
RAIN
IN/HR
60 10 20
]Do [5)
[221
LASS
RATE
IN/HR
MAX IOW
1231
EFFECTIVE
RAIN
IN/HR
[211-[221
[24]
FLOW
CFS
1
3.6
.864
.120
.744
6.785
2
4.2
1.008
.120
.888
8.100
-3
4.4
1.056
.120
:936
8.536
4
4.6
1.104
.120
.984
8.474
5
5.0
1200
.120
1.080
9.850
6
5.6
1.344
.120
1.224
11.163
7
6.4
1.536
.120
1.416
12.914
8
8.1
1.944
.120
1.824
16.635
9
13.1
3.144
.120
3.024
27.579
.10
34.5
8.280
.120
8.160
74.419
11
6.7
1.608
.120
1.488
13.571
12
3.8
.912
.120
.792
7.223
E =22.56
22.56 x.083 =1.873
FLOOD VOLUME =1.873 _ 12 x 9.12 = 1.424AF
SAMPLE CALCULATION NO.3
SHORTCUT SYTHETIC HYDROGRAPH
(Example of Plate E -2Z used for Shortcut Synthetic Hydrograph)
Volume above elev. 448.0
Elev. Area Volume (CF)
448 6,531
7,173
449.... 7,814. .
Maximum water surface: 448.60
s
CFS
Outlet CFS
Required Detention (CFS)
Required Detention (CF)
1
-6.785
14.4
0
0
2
8.100
14.4
0
3
8.536
14.4
0
0
4
8.974
14.4
0
0
5
9.850
14.4
0
0
6
11.163
14.4
0
0
7
12.914
14.4
0
0
8
16.635
46.8
0
0
9
27.579
46.8
0
0
10
74.419
60.0
14.419
4,326
11
13.571
46.8
0
0
12
7.223
14.4
0
0
Volume above elev. 448.0
Elev. Area Volume (CF)
448 6,531
7,173
449.... 7,814. .
Maximum water surface: 448.60
s
RCFC & WCD
HYDROLOGY
MANUAL
SYNTHETIC UNIT HYDROGRAPH METHOD
Unit Hydrograph and Effective Rain
Calculation Form
Project
Sheet
By Daze
Checked Date
[I) CONCENTRATION POINT WEST OF MADISON STREET
(2) AREA DESIGNATION
[3] DRAINAGE AREA 9.12 AC
[4) ULTIMATE DISCHARGE - CFS -HRS/IN (645* [3])
[5) UNIT TRviE- MINUTES 10 MIN.
[6] LAG T]IvvfE- MINUTES
[7] UNIT TIME- PERCENT OF LAG (100 *[5) 1[6)
[8] S -CURVE
[9] STORM FREQUENCY & DURATION 100 YEAR 3 HOUR
[10] TOTAL ADJUSTED STORM RAIN -INCHES 2.6 IN.
[1]] VARIABLE LOSS RATE (AVG)- INCHES/HOUR
[12) MINIMUM LOSS RATE (FOR VAR. LOSS) -IN/HR
(13) CONSTANT LOSS RATE- INCHES/HOUR 0.120
[14] LOW LOSS RATE- PERCENT 22%
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
[15)
UNIT
TIME
PERIOD
M
[16)
TIAg
PERCENT
OF LAG
[7) *[15)
[17)
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(18)
DISTRIB
GRAPH
PERCENT
[17)m4]7)m-
[19)
UNIT
HYDROGRAPH
CFS -ID S/JN
4.18
1DD
[20)
PATTERN
PERCENT
(PL E -5.9)
[21)
STORM
RAIN
D41M
601020
100 [5)
[22]
LOSS
RATE
IN/HR
MAX LOW
[231
EFFECTIVE
RAIN
1N/HR
[21) -[22)
(24)
FLOW
CFS
,
1
2.6
.401
.120
.281
2.563
2
2.6
.401
.120
.281
2.563 '
3
3.3
.515
120
395
3.602
4
3.3
.515
.120
.395
3.602
5
3.3
.515
.120
.395
3.602
6
3.4
.530
.120
.410
3.739
7
4.4
.686
.120
.566
5.162
8
42
.655
.120
.535
4.879
9
5.3
.827
.120
.707
6.448
10
5.1
.796
.120
.676
6.165
11
6.4
.998
.120
.878
8.007
12
5.9
.920
.120
.800
7.296
13
7.3
1.139
.120
1.019
9.293
14
. 8.5
1.326
.120
1206
] 0999
15
14.1
2200
.120
2.080
18.970
16
14.1
2200
.120
2.080
18.970
17
3.8
.593
.120
.473
4.314
18
2.4
.374
.120
.164
1.456
E= 13.341
13.341 x 167 = 2278
FLOOD VOLUME = 2.278 _ 12 x 9.12 AC = 1.731AF
SAMPLE CALCULATION NO.3
SHORTCUT SYTHETIC HYDROGRAPH
(Example of Plate E -2.2 used for Shortcut Synthetic Hydrograph)
Volume.above elev. 446.0 . .
Elev. Area
446.0 4,196
447.0 5,325
448.0 6,531
Maximum water surface: 447.12
Required Detention (CFS)
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4.57
9.14
0
0
Volume (CF)
4,760
5,928
Required Detention (CF)
0
0
0
0
0
0
0
0
0
0
0
0
0
0
2,742
5,484
0
0
CFS
Outlet CFS
1
2.563
14.4
2
2.563
14.4
3
3.602
14.4
4
3.602
14.4
5
3.602
14.4
6
3.739
14.4
7
5.162
14.4
8
4.879
14.4
9
6.448
14.4
10
6.165
14.4
11
8.007
14.4
12
7.296
14.4
13
9.293
14.4
14
10.999
14.4
15
18.970
14.4
16
18.970
14.4
17
4.314
14.4
18
1.456
14.4
Volume.above elev. 446.0 . .
Elev. Area
446.0 4,196
447.0 5,325
448.0 6,531
Maximum water surface: 447.12
Required Detention (CFS)
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4.57
9.14
0
0
Volume (CF)
4,760
5,928
Required Detention (CF)
0
0
0
0
0
0
0
0
0
0
0
0
0
0
2,742
5,484
0
0
1
j CFC & WCD
HYDROLOGY
MANUAL
SYNTHETIC UNIT HYDROGRAPH METHOD
Unit Hydrograph and Effective Rain
Calculation Form
Project
Sheet
By Date
Checked Date
[1] CONCENTRATION POINT WEST OF MADISON STREET
[2] AREA DESIGNATION
[3] DRAINAGE AREA 9.12 AC
[4] ULTIMATE DISCHARGE - CFS- HRS/IN (645* [3])
[5] UNIT TIME - MINUTES 10 MIN.
[6] LAG TRvvTE- MINUTES
[7] UNIT TIME- PERCENT OF LAG (100 *[5] /[6]
[8] S -CURVE
[9] STORM FREQUENCY & DURATION 100 YEAR 6 HOUR
[10] TOTAL ADJUSTED STORM RAIN -INCHES 3.1 IN.
[11] VARIABLE LOSS RATE (AVG)- INCHES/HOUR
[12] MINIMUM LOSS RATE (FOR VAR. LOSS) -IN/HR
[13] CONSTANT LOSS RATE- INCHES/HOUR 0.120
[14) LOW LOSS RATE- PERCENT 22%
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
(15)
UNIT
TIME
PERIOD
M
[161
TIME
PERCENT
OF LAG
[7)'[15)
[17]
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
[18)
DISTRM
GRAPH
PERCENT
[17]m[17)�
(19)
UNIT
HYDROGRAPH
CFS- HRS1A1
4.18
100
(20)
PATTERN
PERCENT
(PL E -5.9)
(21)
STORM
RAIN
IN/BR
60 D01[20
100 [5)
[22)
LOSS
RATE
IN/HR
MAX LOW
[23)
EFFECTIVE
RAIN
IW 31k
[211-[221
[24]
FLOW
CFS
1
1.1
.205
.120
.085
.775
2
1.2
.223
.120
.103
.939
3
1-3
242
.120
.122
1.113
4
1.4
.260
.120
.140
1277
5
1.4
.260
.120
.140
1277
6
I.5
.279
.120
.159
1.450
7
1.6
.298
.120
.178
1.623
8
1.6
.298
.120
.178
1.623
9
1.6
.298
.120
.178
1.623
10
1.6
.298
.120
.178
1.623
11
1.6
.298
.120
.178
1.623
12
1.7
.316
.120
.196
1.788
13
1.7
.316
.120
.196
1.788
14
1.8
.335
.120
.215
1.961
15
1.8
.335
.120
215
1.961
16
1.8
.335
.120
.215
1.961
17
2.0
.372
.120
.252
2.298
18
2.0
.372
.120
.252
2298
19
2.1
.391
.120
.271
2.472
20
22 •
.409
.120
.289
2.636
21
2.5
.465
.120
.345
3.146
22
2.8 1
.521
.120
.401
3.657
23
3.0
.558
.120
.438
3.995
24
3.2
.595
.120
.475
4.332
SAMPLE CALCULATION NO.3
SHORTCUT SYTHETIC HYDROGRAPH
(Example of Plate E -2.2 used for Shortcut Synthetic Hydrograph)
RCFC & WCD
HYDROLOGY
MANUAL
SYNTHETIC UNIT HYDROGRAPH METHOD
Unit Hydrograph and Effective Rain
Calculation Form
Project
-
Sheet
By Date
Checked Date
[I] CONCENTRATION POINT WEST OF MADISON STREET
[2] AREA DESIGNATION
[3) DRAINAGE AREA 9.12 AC
[4) ULTIMATE DISCHARGE - CFS- HRS/iN (645* [3))
[5) UNIT TI)vIE- MINUTES 10 MIN.
[6) LAG TIME - MINUTES
[7) UNIT TIME- PERCENT OF LAG (100 *[5] 1[6)
[8) S -CURVE
[9) STORM FREQUENCY & DURATION 100 YEAR 6 HOUR
(10) TOTAL ADJUSTED STORM RAIN-INCHES 3.1 IN.
[11) VARIABLE LOSS RATE (AVG)- INCHES/HOUR
[12) MINIMUM LOSS RATE (FOR VAR LOSS) -IN/HR
[13) CONSTANT LOSS RATE- INCHES/HOUR 0.120
[14] LOW LOSS RATE- PERCENT 22%
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
[15)
UNIT
TIME
PERIOD
M
[16)
TR.dF-
PERCENT
OF LAG
[7) *[15)
[17)
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S-GRAPH
[18)
DISTRIB
GRAPH
PERCENT
[l7)w-[17)�
[191
UNIT
HYDROGRAPH
CFS- HRS/AI
4 ` 8
100
[20)
PATTERN
PERCENT
(PL E -5.9)
[21)
STORM
RAIN
INM
60 10 20
100 [5)
[221
LOSS
RATE
IN/HR
MAX LOW
[231
EFFECTIVE
RAIN
IN/1•llt
[211- [22)
[241
FLAW
CFS
25
3.5
.651
.120
.531
4.843
26
3.9
.725
.120
.605
5.518
27 _ .....
42..
.781.. .. ...
120...
.661 ._ . ..-
6.028....
28
4 -5
.837
.120
.717
6.539
29
4.8
.893
.120
.773
7.050
30
5.1
.949
.120
.829
7.561
31
6.7
1.246
.120
1.126
10.269
32
8.1
1.507
.120
1.387
12.649
33
10.3
1.916
.120
1.796
16.380
34
2.8
.521
.120
.401
3.657
35
1.1
205
.120
.085
.775
36
0.5
.093
.120
.028
.073
.666
E= 14.383
14.383x.167=2.402
FLOOD VOLUME = 2.402 _ 12 x 9.12 = 1.826AF
SAMPLE CALCULATION NO.3
SHORTCUT SYTHETIC HYDROGRAPH
(Example of Plate E -2.2 used for Shortcut Synthetic Hydrograpb)
RC C & WCD
HYDROLOGY
MANUAL
SYNTHETIC UNIT HYDROGRAPH METHOD
Unit Hydrogrraph and Effective Rain
Calculation Form
Project
Sheet
By Date
Checked Date
[1) CONCENTRATION POINT EAST OF MADISON STREET
(2) AREA DESIGNATION
[3) DRAINAGE AREA 9.12 AC
[4) ULTIMATE DISCHARGE - CFS- HRS/IN (645; [3])
[5) UNIT TIME - MINUTES 30 MIN.
[6] LAG TIME- MINUTES
[7] UNIT TRAE- PERCENT.OF LAG (100'[5)/[6]
[8] S -CURVE
[9) STORM FREQUENCY & DURATION 100 YEAR 24 HOUR,
[10) TOTAL ADJUSTED STORM RAIN -INCHES 4.0 IN.
[I I) VARIABLE LOSS RATE (AVG)- INCHES/HOUR
[12) MINIMUM LOSS RATE (FOR VAR. LOSS) -IN/HR
[13) CONSTANT LOSS RATE- INCHES/HOUR 0.120
[14) LOW LOSS RATE- PERCENT 22%
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
[16]
UNIT
TiME
PERIOD
m
[161
TIME
PERCENT
OF LAG
[7)•[15]
[17)
CUMULATfVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
[18)
DISTRM
GRAPH
PERCENT
[17)m- f17)m-
1191
UNIT
HYDROGRAPH
CFS- 1_RS1A1
f4l*f]Bl
100
[20)
PATTERN
PERCENT
(PL E -5.9)
[21)
STORM
RAIN
IN/HR
60 f101[20
100 [5)
[22)
LOSS
RATE
IN/HR
MAX LOW
[23)
FFFECrfVE
RAIN
IN/HR
[21] -[22]
[24)
FLOW
CFS
.5
.040
.209
.008
.032
.292
2
.7
.056
_204
.012
.044
.401
.. 3.... ._. _
......_
. ... .. ...
_....
.._ _
....fi.....
.048 .. -
200 -
.
.010
..
.038
.. .
.347
4
.7
.056
.195
.012
.0.44
.401
5
.8
.064
.190
.013
1 .051
.465
6
1.0
.080
.186
.017
.063
.575
7
1.0
.080
.181
.017
.063
.575
8
1.1
.088
.177
.018
.070
.638
9
1.3
.104
.172
.022
.082
.748
10
1.5
.120
.168
.025
.095
.866
11
1.3
.104
.163
.022
.082
.748
12
1.6
.128
.159
.026
.102
.930
13
1.8
.144
.155
.030
.114
1.040
14
2.0
.160
.151
.009
.082
15
2.1
.168
.147
.021
.192
16
2.5
.200
.143
.057
.520
17
3.0
.240
.139
.101
.921
18
3.3
.264
.135
.129
1.177
19
3.9
.312
.131
.181
1.651
20
4.3
.344
.128
.216
1.970
21
3.0
.240
.124
.116
1.058
22
4.0
.320
.120
200
1.824
23
3.8
.304
.117
.187
1.705
24
3.5 1
.280
.114
1
.166
1 1.514
25
5.1 1
.408
.110
.298
2.718
SAMPLE CALCULATION NO. 3
SHORTCUT SYTHETIC HYDROGRAPH
(Example of Plate E -2.2 used for Shortcut Synthetic Hydrograph)
RCFC & WCD
HYDROLOGY
MANUAL
SYNTHETIC UNIT HYDROGRAPH METHOD
Unit Hydrograph and Effective Rain
Calculation Form
Project
Sheet
By Date
Checked Date
[1] CONCENTRATION POINT WEST OF MADISON STREET
(2) AREA DESIGNATION
[3) DRAINAGE AREA 9.12 AC
[4) ULTIMATE DISCHARGE - CFS- HRS/IN (645* [3])
[5] UNIT TRvIE- MINUTES 30 AM.
[6) LAG TB 4E- MINUTES
[7] UNIT TWE- PERCENT OF LAG (100 *[5) 1[6]
[8] S -CURVE
(9) STORM FREQUENCY & DURATION 100 YEAR 24 HOUR
(10) TOTAL ADJUSTED STORM RAIN- INCHES 4.0 IN.
(11) VARIABLE LOSS RATE (AVG)- INCHES/HOUR
[12) MINIMUM LOSS RATE (FOR VAR. LOSS) -IN/HR
[13) CONSTANT LOSS RATE- INCHES/HOUR 0.120
[14] LOW LOSS RATE- PERCENT 22%
UNIT HYDROGRAPH
EFFECTIVE RAIN
FLOOD
HYDROGRAPH
[15]
UNIT
TIME
PERIOD
m
(16)
TIME'
PERCENT
OF LAG
[7] *[15]
[17]
CUMULATIVE
AVERAGE
PERCENT OF
ULTIMATE
DISCHARGE
(S- GRAPH)
[18]
DISTRffi
GRAPH
PERCENT
[171m [173
1193
UNIT
HYDROGRAPH
CFS -IR S/IN
41*r 19
100
[20)
PATTERN
PERCENT
(PL E -5.9)
[213
STORM
RAIN
INM
60 10 20
]00 [5]
[22)
LOSS
RATE
IN/HR
MAX LOW
[23)
EFFECTIVE
RAIN
1N/HR
(21]-[22)
[24)
FLOW
CFS
26
5.7
.456
.107
.349
3.183
27
6.8
.544
.104
.440
4.013
28
4.6
.368
.101
.267
2.435
29
5.3
.424
.098
.326
2.973
30
5.1
.408
.095
.313
2.855
31
4.7
.376
.092
.284
2.590
32
3.8
.304
.089
.215
1.961
33
.8
.064
.086
.013
.051
.465
34
.6
.048
.084
.010
.038
.347
35
1.0
.080
.081
.017
.063
.575
36
.9
.072
.079
.015
.057
.520
37
.8
.064
.077
.013
.051
.465
38
.5
.040
.074
.008
.032
.292
39
.7
.056
.072
.012
.044
.401
40
.5
.040
.070
.008
.032
.292
41
.6
.048
.069
.010
.038
.347
42
.5
.040
.067
.008
.032
292
43
.5
.040
.065
.008
.032
.292
44
.5
.040
.064
.008
.032
.292
45
.5
.040
.063
.008
.032
.292
46
.4
.032
.062
.007
.025
.228
47
.4
032
.061
.007
.025
.228
48
.4
.032
.060
.007
.025
.228
5.414x.50=2.707 2.707 =12 x 9.12 = 2.057 AF
E =5.414
SAMPLE CALCULATION NO.3
SHORTCUT SYTHETIC HYDROGRAPH
(Example. of Plate E -2.2 used for Shortcut Synthetic Hydrograph)
Whitewater River Region WQMP
{ Shops Y.a-,
Appendix G
AGREEMENTS — CC &RS, COVENANT AND AGREEMENTS AND /OR
1
- OTHER MECHANISMS FOR ENSURING ONGOING
OPERATION, MAINTENANCE, FUNDING AND TRANSFER
OF REQUIREMENTS FOR THIS PROJECT - SPECIFIC
1
WQMP
"
1
1
1
-
1
Whitewrater River Region WQMP
he....:.o.�...nhasat
sspe a: Mote
Appendix
PHASE 1 ENVIRONMENTAL SITE ASSESSMENT — SUMMARY OF SITE
REMEDIATION CONDUCTED AND USE RESTRICTIONS
1
1
1
'
1
Whitewater River Region WQMP
F,Th h-d
Appendix I
F
PROJECT-SPECIFIC WQMP SUMMARY DATA FORM
I
} Project- Specific WQMP Summary Data Form
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Project Name
r
(as shown on project application /project - specific WQMP)
E
Street Address
}
- ; Nearest Cross Streets
Municipality
(City or Unincorporated County)
Zip Code
..
Tract Number(s) and /or Assessor Parcel Number(s)
Other
. (other information to help identify location of project)
Watershed
f
�1 Indicate type of project.
Priority Development Projects (Use an "X" in cell preceding project type):
I k
SF hillside residence; impervious area >_ 10,000 sq. ft.; Slope >_ 25%
SF hillside residence; impervious area ? 10,000 sq. ft.; Slope ? 10% & erosive soils
Commercial or Industrial ? 100,000 sq. ft. ,
i t
Automotive repair shop
Retail Gasoline Outlet disturbing > 5,000 sq. ft.
f
t
Restaurant disturbing > 5,000 sq. ft.
Home subdivision ? 10 housing units "
Parking lot >_ 5,000 sq. ft. or ? 25 parking spaces
'
Date Project-Specific WQMP Submitted
Size of Project Area (nearest 0.1 acre)
+, `
Project Area managed with Site Design or Low
y-
Impact Development (LID) BMPs (nearest 0.1 acre)
Is the project subject to onsite retention by
;
ordinance or policy?
'
' Are Treatment Control BMPs required?
Name of the entity will implement, operate, and
maintain the post - construction BMPs
"
Contact Name
Street or Mailing Address
+'
7 } 1 City
Zip Code
Phone
NEW;.
Preceding Information Verified by
Name:
(consistent with information in project - specific WQMP)
Date: '
Date Project - Specific WQMP Approved:
Data Entered by
Name: '
Date:
' Other Comments
r
f r
OFF
60TH AVE.
VICINITY MAP
NTS
OWNER/DEVELOPER
E & M CORAL MOUNTAIN, LLC
JAMES MARINO
3636 BIRCH ST. SUITE 200
NEWPORT BEACH, CA 92660
T (949) 975-0242
F (949) 975-0243
WWW.MARINOINVESTMENTS.COM
LEGEND:
100.0
PROPOSED ELEVATION
(100.0)
EXISTING ELEVATION
TC
TOP OF CURB
FL
FLOW LINE
C/L
CENTERLINE
RM
RIGHT OF WAY
FS
FINISH SURFACE
HP
HIGH POINT
FF
FINISHED FLOOR
EG
EXISTING GRADE
FG
FINISHED GRADE
G13
GRADE BREAK
C&G
CURB AND GUTTER
EP
EDGE OF PAVEMENT
INV
INVERT
G
GUTTER
7
NORTH r7
j-
FL
456.00,
PE 457.00
ti
in
Ell
co
C)
0
0
(D 455.70
Z //FL
4 r5
FL
C)
454.50
45
FL
FL
IL
PE 455.50
7zzL;1'--Z
54.50
,&=22'37'04"
R=78.01
. ... ... t- 30:79_ -
R/W T 15 60
V 0
1-1541
LFLA
D)
SCALE: T'= 60'
=Ell
60 30 0 60 120 180
FUTURE OR TIEMPORARY
RETENTION BASIN
BTM=441.00
"o
J`
A- NaH
A
�='AT 22037'W
R=78.01
Z6
L9
-4
N 155'12 W
,
!�4 �,',j 2.54
8905f'3511 44 .00
N 00,905
J
27.1
\452.75
FL
PE 45,6.0o'; s2 - -----
-30081,50"
R1,2318'90�
LF=127.33
63.68
6" - -----
I!" l&=T15-22'2 --PROP 18" STORM DRAIN
R=110.65
1
t_,
1 1 1
L= 29.69 M
PE 455.00 1! T=14.93 It
17
26'
PE 454.;
!!I 1412023-2�"l , _ W
_T
L' 53095
16035'44"
%
M, -266'51
0�
r
PROP 18" (=20.46
0.30
452.38 1
U-)
452.50 FL
FL rn
\Lv
452.24 2
452.20T -- - -- I i Ili I I111�1 FL
52.26- L
FL
PE 454.50 t =4028'30
45�. k2325 0
Y FL,
%L=181 5 PE 453.00
# T=90.
lU El
9 '00"E
0-001
DRUSH
20.23
4,"
445,20
N'
PE §3.50
1 �'� \ -��
4�3'491 7"
C)
452.50" rq 1% 41
F 7�1 b c� � "M� �\ AX W \ E
^78.23 1 5
452.20
451.0,,
C
450.90
v
451
70 FL
,
rL
N 90 °00'00"'
0
00
';628 11
24000'3
=213.0(
=89.25
FL R 29
L=6'e
i , �;� / ; 1 _---- _�.� �� '�,1+ i i Il� .,1� t1 ! r �,:��:.:.';� -=' T =31:5(
,1 t
'f --° Q,.=15. CFS
445 ff ji I 445.00
0
• I v INV
7702 07"E
-A 63. 9
calo
IN EX 18" STOR .i
j PER TR 31
\IX
J
PROPOSED 36" STOR DRAIN
--t-- :311
A
A
\10 A
THE SHOPS AT CORAL MOUNTAIN
LA QUINTA, CALIFORNIA
FOR: E & M CORAL MOUNTAIN, LLC
FL
IN
'5
FI
k1�Ii
rA -,7
PE 454.50
TALI
rn
0 a w# ME MUNANK wo
CIVIL ENGINEERING 0 LAND PLANNING
81-735 HWY 111, SUITE 0
100, CA 92201
PH: (760) 342-7766 FAX: (760) 342-7716
0 C T 2(y ;q
City Of La QuInto
Pltlrin'"g Department
REMOVE & REPLACE
EXISTING ACCESS
- ---------
AVENUE 58
N 45017'0! 511E
FL 451.60
N 88023'57"E
411.77
449.70
F
9.10
INV448.10
_ _ _FFL _ -___
_ _ _ __
f F I
'DRA
M 7 \T,
I
30'
77'
R.
-151 -,,&Tt OR
\452.75
FL
PE 45,6.0o'; s2 - -----
-30081,50"
R1,2318'90�
LF=127.33
63.68
6" - -----
I!" l&=T15-22'2 --PROP 18" STORM DRAIN
R=110.65
1
t_,
1 1 1
L= 29.69 M
PE 455.00 1! T=14.93 It
17
26'
PE 454.;
!!I 1412023-2�"l , _ W
_T
L' 53095
16035'44"
%
M, -266'51
0�
r
PROP 18" (=20.46
0.30
452.38 1
U-)
452.50 FL
FL rn
\Lv
452.24 2
452.20T -- - -- I i Ili I I111�1 FL
52.26- L
FL
PE 454.50 t =4028'30
45�. k2325 0
Y FL,
%L=181 5 PE 453.00
# T=90.
lU El
9 '00"E
0-001
DRUSH
20.23
4,"
445,20
N'
PE §3.50
1 �'� \ -��
4�3'491 7"
C)
452.50" rq 1% 41
F 7�1 b c� � "M� �\ AX W \ E
^78.23 1 5
452.20
451.0,,
C
450.90
v
451
70 FL
,
rL
N 90 °00'00"'
0
00
';628 11
24000'3
=213.0(
=89.25
FL R 29
L=6'e
i , �;� / ; 1 _---- _�.� �� '�,1+ i i Il� .,1� t1 ! r �,:��:.:.';� -=' T =31:5(
,1 t
'f --° Q,.=15. CFS
445 ff ji I 445.00
0
• I v INV
7702 07"E
-A 63. 9
calo
IN EX 18" STOR .i
j PER TR 31
\IX
J
PROPOSED 36" STOR DRAIN
--t-- :311
A
A
\10 A
THE SHOPS AT CORAL MOUNTAIN
LA QUINTA, CALIFORNIA
FOR: E & M CORAL MOUNTAIN, LLC
FL
IN
'5
FI
k1�Ii
rA -,7
PE 454.50
TALI
rn
0 a w# ME MUNANK wo
CIVIL ENGINEERING 0 LAND PLANNING
81-735 HWY 111, SUITE 0
100, CA 92201
PH: (760) 342-7766 FAX: (760) 342-7716
0 C T 2(y ;q
City Of La QuInto
Pltlrin'"g Department