POSEIDON SEAWATER DESALINATION PLANT

Transcription

Standard Urban Storm Water Mitigation Program (SUSMP)
Water Quality Technical Report (WQTR)
Poseidon Seawater Desalination Plant, Carlsbad
PDP: 00-02/SP 144(H)
STANDARD URBAN STORM WATER MITIGATION PROGRAM
(SUSMP)
WATER QUALITY TECHNICAL REPORT
4590 CARLSBAD BOULEVARD
CARLSBAD, CALIFORNIA 92008
Prepared for:
Poseidon Resources (Channelside) LLC
501 West Broadway, Suite 840
San Diego, California 92101
(760) 438-1440
Prepared by:
TETRA TECH, INC.
16241 Laguna Canyon Road, Suite 200
Irvine, California 92618
(949) 727-7099
Date: September 25, 2009
OWNER’S CERTIFICATION
STANDARD URBAN STORM WATER MITIGATION PROGRAM
(SUSMP)
WATER QUALITY TECHNICAL REPORT
(WQTR)
PERMIT/PLANNING APPLICATION NUMBER
GRADING PERMIT NUMBER
4590 CARLSBAD BOULEVARD, CARLSBAD
This Standard Urban Storm Water Mitigation Program (SUSMP) Water Quality Technical Report
(WQTR) has been prepared for Poseidon Resources (Channelside) LLC by Tetra Tech, Inc. It is
intended to comply with the requirements of the City of Carlsbad’s Standard Urban Storm Water
Mitigation Program (SUSMP) requiring the preparation of a Standard Urban Storm Water Mitigation
Program. The undersigned is aware that Best Management Practices (BMPs) are enforceable pursuant to
the City’s Standard Urban Storm Water Mitigation Program (SUSMP) Ordinance. The undersigned,
while it owns the subject property, is responsible for the implementation of the provisions of this plan
consistent with the City of Carlsbad’s Local and the NPDES Permit for Waste Discharge Requirements
for City of San Diego, the County of San Diego, the Port of San Diego and 17 other cities within the San
Diego Regional Water Quality Control Board Stormwater Runoff Management Program. Once the
undersigned transfers its interest in the property, its successors–in–interest shall bear the aforementioned
responsibility to implement and amend this SUSMP. An appropriate number of approved–signed copies
of this document shall be available on the subject site in perpetuity.
I certify under penalty of law that this document and all attachments were prepared under my jurisdiction
or supervision in accordance with a system designed to assure that qualified personnel properly gather
and evaluate the information submitted. Based on my inquiry of the person or persons who manage the
system or those persons directly responsible for gathering the information, to the best of my knowledge
and belief, the information submitted is true, accurate, and complete. I am aware that here are
significant penalties for submitting false information, including the possibility of fine and imprisonment
for knowing violations.
Owner: Poseidon Resources (Channelside) LLC
By:
Peter MacLaggan
Title: Senior Vice President – Project Development
Address: 501 West Broadway, Suite 840
Telephone: (760) 438-1440
Date:
Owner’s Certification
Page ii
PDP: 00-02/SP 144(H)
TABLE OF CONTENTS
WQTR Background
I.
II.
III.
IV.
V.
VI.
VII.
VIII.
IX.
Discretionary Permit(s) and Water Quality Conditions
Project Description
Site Description
Best Management Practices (BMPs)
Low Impact Development Design Features
Inspection/Maintenance Responsibilities for BMPs
Vicinity Map and WQTR Plot Plan
Educational Materials
Appendices
Appendix A
Operations and Maintenance Plan
Appendix B
Drainage Report/Verification Calculations, Backup Documentation
and Detail Drawings of the Treatment BMPs
Appendix C
11x17 Grading Plans
Table of Contents
5
6
8
9
15
16
17
19
20
Page iii
PDP: 00-02/SP 144(H)
WQTR BACKGROUND
Standard Urban Storm Water Mitigation Program (SUSMP)’s Water Quality Technical Report (WQTR)
is prepared by the developer’s engineer. These documents are required per the Storm Water Standards
Manual. It requires run-off, from all new development or significant re-development, to be managed
during a project’s planning phase, implemented during construction and ultimately maintained for the
life of the project. The SUSMP/WQTR deals with the long-term post-construction of a project and
describes the commitment to installation and maintenance of appropriate structural and non-structural
Best Management Practices (BMPs).
BMPs are intended to provide measures that minimize or eliminate the introduction of pollutants into the
storm water system. Non-Structural and Structural BMPs include education, clean up, and facility
maintenance to prevent pollutants from entering the storm water system.
Compliance is MANDATORY and severe penalties may be levied for any violations. It is the duty
of the owner or his designated representative to ensure that all BMPs are followed.
WQTR Background
Page iv
PDP: 00-02/SP 144(H)
I.
DISCRETIONARY PERMIT AND WATER QUALITY CONDITION
This Water Quality Technical Manual (WQTR) is intended to comply with the requirements of
both the City of Carlsbad’s Standard Urban Storm Water Mitigation Program (SUSMP) and the
California Coastal Commissions.
Section I
Page 5
PDP: 00-02/SP 144(H)
II.
PROJECT DESCRIPTION
The name of the project is the Poseidon Seawater Desalination Plant. Poseidon Resources
(Channelside) LLC has a long-term lease for this property. The perimeter streets and
infrastructure are existing. The Poseidon Seawater Desalination Plant is a portion of the Encina
Generating Station site. The proposed Poseidon Seawater Desalination Plant site comprises
approximately 5.7 acres with 78% of the site being impervious. However, the tributary drainage
area extends beyond the site limits and is approximately 6.3 acres. The property will be graded to
accommodate the desalination facility, administration and electrical building and surface parking
(see the Figure B - WQTR Plot Plan for the site layout). The square footage of the three story
(including basement, ground level and upper lever 2) Administration and Electrical Building is
approximately 7,200 square feet. The surface parking breakdown is as follows: 17 full spaces
and 3 handicap spaces.
Currently, runoff is collected in an onsite earthen bermed retention basin and into the existing
drainage channel. The retention does not have an outlet and therefore the runoff that is collected
either evaporates or percolates into the ground. The proposed grading design directs the runoff
towards the proposed curb and gutters which then directs it to the proposed underground CUDO
storage detention devices. Runoff generated in excess of the 10-year storm will be directed to the
existing onsite bermed retention basin located along the westerly property line or to the existing
drainage channel. Per the Coastal Commission requirements, the 10-year storm was selected to
ensure that runoff from the developed site did not exceed that of the pre-developed condition.
The runoff that enters the CUDO storage detention devices and the existing onsite bermed
retention basin will be mitigated by the percolation of the runoff through the ground prior to
recharging the ground water. Prior to entering the CUDO storage detention devices, the 85th
percentile storm flows will be treated to remove particulates, other solids, and mitigate
contaminants. Refer to Appendix B, Hydrology Report, for flows and sizing requirements of
media filtration elements to be used for the treatment of these flows.
The CUDO system will utilize media filtration to treat the incoming stormwater prior to it
entering the infiltration portion of the system. Media filtration is an approved CASQA BMP
(TC-40). The design philosophy is that the 85th percentile storm will be treated by the media
filtration. After filtration, the clean water will then infiltrate into the ground. The estimated
infiltration rates provided by the geotechnical study are 0 .10 in/hr for the south basin and
potentially as low as 0.01 in/hr for the north basin (Refer to the Geotechnical Letter in Appendix
B regarding infiltration rates). The two basins will be interconnected with a drain pipe so that if
one basin has a low infiltration rate, then it will drain over to the other basin. In this way, the
water level of both basins will decrease at the same rate and most of the water will percolate into
the south basin. Based on the proposed basin configuration and the estimated infiltration rate, it
will take a maximum of 90 days to percolate the 10-year storm. The groundwater at the site is
approximately 12’ below the bottom of the infiltration system, this allows for additional filtration
of the stormwater by the native soils before it reaches the water table. With the pre-treatment
media filters and the infiltration of the water through sandy material, it is not anticipated that the
lagoon or water table will be adversely affected. Since the project utilizes a front end media
filtration system, the coastal lagoon water quality will not be detrimentally affected by the CUDO
system
Section II
Page 6
Landscape berms, sidewalks and vehicle turn around areas will make up the remaining portion of
the property. The type of landscaping used will be consistent with the established planting
scheme in the area. Poseidon Resources (Channeside) LLC, the long-term lessee is responsible
for all on-site maintenance activities. The Anticipated and Potential Pollutants Generated by a
Land Use Type of Generating Station and parking may be: Sediments, Nutrients, Heavy Metals,
Organic Compounds, Trash and Debris (litter), Oxygen-Demanding Substances, oil and grease,
Bacteria/Virus and, Pesticides. There may be an employee kitchen’s/eating areas where breaks
and lunch can be taken. There will not be any food service/preparation. The storage of outdoor
materials is not a planned activity. No car washing, auto repair and/or vehicle fueling is a part of
this facility either.
The project pre and post peak stormwater discharge rates are:
Site Generated Flow
Site Runoff
Pre
15.20 cfs
10.36 cfs
Post
18.31 cfs
10.36 cfs
The CUDO system will be designed to retain the difference between the pre and post developed
10 year storm volume and flows. The hydrology and site flows are included in Appendix B. The
predevelopment 10 year storm peak flow and total storm volume are 15.20 cfs and 17,350cf,
respectively. The post development 10 year storm peak flow and total storm volume are 18.31 cfs
and 29,075 cf. The net difference between the peak flow rate and volume will be mitigated by the
retention of a portion of the flows by the CUDO system. The site flows will be sent to one of
two underground CUDO systems through the use of surface flow features, grated inlets and catch
basins. The flows will then be routed through media filtration devices on the front end of the
CUDO system to filter out contaminants, trash, and solids. The cleaned storm water will then
flow to the infiltration portion of the CUDO system where the storm water will percolate into the
ground. Media filtration is a proven method at removing contaminants from storm water and is a
recognized management practice in the CASQA Handbook. The media filters will be inspected,
cleaned and replaced on a regular basis to maintain performance. The CUDO system will be
installed under proposed parking areas on the Project site. The CUDO system is installed
surrounded by 12” of crushed rock and sand to promote infiltration into the surrounding native
material. The native material, as identified in the Project Geotechnical Report, is comprised of
sandy soils that will promote additional filtration and infiltration. The CUDO system volume was
determined by the total net difference between pre and post development 10 year storm volumes,
infiltration rate was not included in the calculation of this volume, even though infiltration will
take place during and after a storm event.
Materials, including treatment process materials, will not be stored in locations where they may
be washed by rainwater into the receiving waters. However, there are two separate areas that will
be constructed with berms and separate catch basins to collect and contain runoff in a separate
containment tank. These areas are directly adjacent to the Chemical Storage and Solids Handling
areas. In order to prevent any discharge of potential spills, these areas are drained into the
containment tank, stored, and then tested before they are pumped to the infiltration units.
Section III
Page 7
PDP: 00-02/SP 144(H)
III.
SITE DESCRIPTION
The project watershed area is approximately 6.3 acres. The Project site itself is approximately 5.9
acres. The Poseidon Seawater Desalination Plant site is part of the power plant property and is
adjacent to the Encina Generating Station. The project is bordered to the south by Cannon Road
and the east by North County Transit District (NCTD) Railroad right-of-way and Interstate
Highway 5, on the west by the Carlsbad Boulevard and the Pacific Ocean and to the north by the
Aqua Hedionda Lagoon. Currently, the site is comprised of a Fuel Tank #3 and concrete
foundation, impervious paving, and piping structures (see Figure A – Vicinity Map). The
perimeter streets and infrastructure are existing. The site will be graded to approximately 1% –
2% towards the existing bermed detention basin (see Figure B – WQTR Plot Plan).
The Watershed Name is Agua Hedionda Lagoon Watershed. The Hydrologic Unit (HU) is the
Carlsbad Hydrologic Unit 4.00 and the Hydrologic Area (HA) is the Agua Hedionda Lagoon
4.30. The Total Maximum Daily Loads (TMDLs) for have been established for the Agua
Hedionda Lagoon Watershed. The 2006 CWA 303(d) List (USEPA Approval date of June 28,
2007) for the Agua Hedionda Lagoon Watershed lists the watershed as being impaired by
Indicator Bacteria and Sedimentation/Siltation. The Project site is located within the immediate
vicinity of the Agua Hedionda Lagoon a known Environmentally Sensitive Areas (ESAs).
Runoff from Area A does not flow to nor enter the Agua Hedionda Lagoon nor the Pacific
Ocean. While runoff in excess of the 10-year event from Area B enters the existing channel that
flows into the Agua Hedionda Lagoon.
Per the Geotechnical Report/Environmental Report for the Proposed Carlsbad Desalination
Project Reconfigure Site Encina Generating Station, Carlsbad, California prepared by GeoLogic
Associates, Project No. 2008-0075, dated September 22, 2008, the project soils types consist of
the following:
“Desalination Plant: Fill soils tested were found to have a very low expansion potential. The fills
soils were described as dense fine to medium silty sand to very stiff clayey silt (in the northern 4
borings) and dense fine to coarse sandy gravel (in the southern three boring).
Terrace Deposits were encountered at the existing ground surface in Boring B-11 extending 8 feet
below the ground surface. These deposits were described as dense fine silty sand.
Santiago Formation was encountered below the fill soils and the Terrace Deposits to the total
depth… The Santiago Formation was described as very dense fine to medium silty to clayey
sandstone and hard clayey siltstone with scattered silt lenses.
Tank Relocation Area: The boring encountered pavement surfacing underlain by 2.5 feet of fill
soils described as medium dense clayey silt. The fills soils were tested to have a very low
expansion potential. Terrace Deposits were encountered below the fill soils to the total depth
explored…The Terrance Deposits were described as medium dense silty sand to dense fine clayey
sand. Cemented zone are known to exist within the Terrace Deposits.
Intake Structure: The boring encountered pavement surfacing underlain by 2 to 3 feet of fill soils
described as hard clayey silt with localized scattered sand lenses…Terrace Deposits were
described as hard clayey silt to dense silty sand with localized gravel stringers… The Santiago
Formation was described as very dense fine to medium sand with scattered silt lenses.”
Section III
Page 8
PDP: 00-02/SP 144(H)
IV.
BEST MANAGEMENT PRACTICES (BMPs)
The following indicates the source control BMPs (routine non-structural and routine structural)
included in this project and those that were not included.
Routine Non-Structural BMPs
Education for Property Owners, Tenants and Occupants and N12, Employee Training. Refer
VIII Educational Materials for appropriate educational materials for preventing stormwater
pollution. Additional Best Management Practices (BMP) Fact Sheets from the California
Stormwater Best Management Practice Handbooks can be found at www.cabmphandbooks.com.
Activity Restrictions. The list of restrictions and guidelines for implementation and maintenance
of all Best Management Practices specified herein include, but will not be limited to:
Section IV
•
CAR WASHING: No washing of motor vehicles will be allowed on the site. A sign should
be posted stating such.
•
NO HOSING OF PAVED AREAS: Parking Areas will not be “Hosed Down for cleaning.”
Rather, areas will be swept clean or dry vacuumed. All collected waste shall be disposed of
in a covered container. Oil stains will be cleaned using rags or absorbents, then swept with
granular absorbents and then mopped. No acid washing will be permitted. Final mop
water shall be disposed into a sanitary sewer facility. Also, no hose bibs or washing areas
will be allowed in any of the subterranean parking areas.
•
TRASH: No rubbish, trash or other material shall be kept on site or on any street abutting
the properties, except in sanitary containers located in an appropriate trash containment
area.
•
DRAINAGE: There shall be no interference or alteration of the established drainage
pattern unless an alternative is approved by the City.
•
NO DISCHARGING: There shall be no discharging of fertilizers, pesticides and or wastes
to the streets or adjacent storm drains.
•
DUMPSTER LIDS: Dumpster lids shall be closed at all times.
•
DEBRIS: No blowing or sweeping of debris (leaf litter, grass clippings, litter, etc.) into the
streets or adjacent storm drains.
Page 9
PDP: 00-02/SP 144(H)
Common Area Landscape Management. Water conservation will be achieved through the use
of water conserving plant material. Plantings are grouped based upon water requirements and
solar exposure into hydro-zones. Irrigation valves are on an automatic irrigation system utilizing
various types of irrigation heads designed to water areas based upon plant water requirements,
sun/shade exposure, climatic factors, soil infiltration rate and seasons. A rain shut-off device is
specified to maximize efficient water application and flow sensors are installed to identify broken
irrigation mainlines and laterals. The Landscape Maintenance Contractors will continuously
maintain the site to identify areas where significant amounts of irrigation overspray has
developed. Landscape maintenance will occur weekly. The Landscape Maintenance Contractors
will be contracted with the Owner’s Representative. Also, a designated representative of the
owner will be responsible for continual maintenance of landscaped areas in a manner consistent
with the local regulations.
BMP Maintenance. Section VI indicates the person(s) responsible for the implementation and
maintenance of the non-structural and structural BMPs.
Title 22 CCR Compliance. Not applicable, per Title 22., Division 4.5., Chapter 11. of the
California Code of Regulations definition of hazardous wastes. This is a self storage facility, no
Hazardous Materials are anticipated to be onsite.
Local Industrial Permit Compliance. Not applicable, there are no fuel dispensing areas and/or
other areas of concern to the public proposed.
Spill Contingency Plan. A spill contingency plan will be prepared by the owner/building
operator. As a minimum the Spill Contingency Plan will “mandate the stockpiling of cleanup
materials, notification of responsible agencies, disposal of cleanup materials and
documentation.”
Underground Storage Tank Compliance. Not applicable, since there are NO underground storage
tanks proposed for this project.
Hazardous Materials Disclosure Compliance. A designated representative of the owner shall
provide information to the Fire Authority in accordance with requirements of the Health & Safety
Code.
Uniform Fire Code Implementation. A designated representative of the owner shall provide
information to the Fire Authority in compliance with Article 80 of the UNIFORM FIRE CODE
(UFC).
Common Area Litter Control. Site litter shall be strictly controlled by an onsite maintenance
person (not yet determined).
Section IV
Page 10
PDP: 00-02/SP 144(H)
Employee Training. A representative of the owner will provide information available from the
City/County on education regarding good housekeeping practices that contribute to the protection
of storm water quality. Practical information material will be provided to all employees on
general good housekeeping practices. These materials will describe, but are not limited to, spill
prevention and control and the use of chemicals, petroleum products, pesticides and fertilizers
that should be limited to the property, with no discharge of wastes directly or indirectly to
gutters, catch basins or the storm drain system. Information will be distributed directly to the
employees as well as being posted in public areas.
Housekeeping of Loading Docks. Not applicable, no loading docks proposed.
Street Sweeping Private Streets and Parking Lots. The Contractor (not yet determined) will have
the private parking lot swept once a week and prior to the storm season, no later than October 1st
each year. The rubbish/waste from the sweeping shall be disposed of in any of the on-site
dumpsters.
Section IV
Page 11
PDP: 00-02/SP 144(H)
Routine Structural BMPs
Provide Storm Drain System Stenciling and Signage. The proposed catch basins shall have
either concrete stamping, porcelain tile, inset permanent marking or equivalent as approved by
the City of Carlsbad the words “NO DUMPING – I LIVE DOWNSTREAM” (satisfactory to the
City Engineer) stenciled across the top of the catch basin inlet in 2 inch high letters using black
epoxy paint. The stencil shall be legible and maintained at all times.
Properly Design Trash Storage Areas. Site waste receptacles shall be emptied on a weekly basis
or more often if containers are overflowing. Upon inspection any debris or rubbish will be
picked up and the site cleaned. The trash area is NOT to be cleaned by hosing down. The type
of materials used to clean the area and storage of said materials will be determined by the
Contractor. Signage will be posted that lids shall be kept closed at all times.
Use of Efficient Irrigation Systems and Landscape Design. Irrigation shall be implemented as
indicated on the City of Carlsbad’s approved Landscape Plans and be consistent with the City of
Carlsbad Landscape Manual, Water Conservation Resolution or City equivalent. Runoff from
irrigation shall be kept to a minimum. Staged irrigation cycles start within a time frame that least
interferes with the activities of the Community. “Low flow” heads shall be incorporated to limit
excess flow. Rain shutoff devices shall be used to prevent irrigation during precipitation. Plants
are grouped into hydrozones based upon their water needs in order to minimize the amounts of
excess water flow. A designated representative of the owner will be responsible for continual
maintenance of landscaped areas in a manner consistent with the local regulations.
Section IV
Page 12
PDP: 00-02/SP 144(H)
Site Design BMPs
The following table shows the site design BMPs that are included in this project. A description
of each BMPs follows:
Site Design BMPs
Technique
Included
Yes
Minimize Impervious Area/Maximize
Permeability (C-Factor Reduction)
Minimize Directly Connected Impervious
Areas (DCIAs) (C-Factor Reduction)
Create Reduced or “Zero Discharge” Areas
(Runoff Volume Reduction)
Conserve Natural Areas (C-Factor Reduction)
Brief Description of Method
No
√
√
Urban curb/swale/v-ditch
system
√
√
The site design BMP that was used extensively in this design was to “Minimize Directly
Connected Impervious Areas (DCIAs)” by draining impervious walkways, parking and open
areas in to catch basins and the proposed onsite storm drain system and then into the existing
onsite earthen bermed retention basin (see WQTR Plot Plan - Figure B) and the CUDO 2
underground storage detention units.
Section IV
Page 13
PDP: 00-02/SP 144(H)
Treatment BMPs
The following table shows the site design BMPs that are included in this project. A description
of each BMPs follows:
Treatment BMPs
Name
Included
Yes
Vegetated (Grass) Strips
Vegetated (Grass) Swales
Proprietary Control Measures
Dry Detention Basin
Wet Detention Basin
Constructed Wetland
Detention Basin/Sand Filter
Porous Pavement Detention
Porous Landscape Detention
Infiltration Basin
√
Infiltration Trench
Media Filter
√
Proprietary Control Measures
No
√
√
√
√
√
√
√
√
√
√
√
If not applicable, state brief
reason
Not proposed.
Not proposed.
Not proposed.
Not proposed.
Not proposed.
Not proposed.
Not proposed.
Not proposed.
Not proposed.
CUDO Basin/Infiltration
System
Not proposed.
Media Filtration at inlet of
CUDO system to filter the 85th
percentile storm event.
Not proposed.
This Project is considered a Priority Project. This section of the WQTR addresses Treatment
Control BMPs. The primary control strategy for design Treatment Control BMPs is to treat the
more frequent, lower-flow storm events. The selected treatment controls for this project is the
existing onsite earthen bermed retention basin and the CUDO 2 underground storage detention
units.
Section IV
Page 14
PDP: 00-02/SP 144(H)
V.
LOW IMPACT DEVELOPMENT DESIGN FEATURES
Low Impact Development (LID) is a design strategy that is aimed at reducing the environmental
impact of buildings on the surrounding environment. LID strategies can be classified into 4
separate strategies; optimize site layout, use pervious surfaces, disperse runoff, and integrated
management practices. The project site inherently has unique challenges in meeting LID design
philosophies as the project site is a densely developed industrial complex. The site does however
have several advantages for development. The existing site contains fuel tanks and other
industrial materials that may contain hazardous materials. As part of this project, the site will be
remediated, the site cleaned, and new practical storm water elements constructed.
The use of pervious pavements is not applicable to this site as the anticipated heavy truck traffic
does not work well with open graded pavements. The use of permeable and pervious pavements
is more applicable to sites with large amounts of parking and passenger vehicle traffic. The site
will however utilize gravel and landscaped areas wherever possible to increase the amount of
pervious areas associated with the project. Due to the tight site constraints, it is impractical to
utilize bio retention cells and flow through planters. The size requirements of these items based
on the project footprint will not be able to be obtained with the amount of open space that is
available. The use of an underground infiltration basin will be part of the project. The
underground infiltration basin will have media filtration devices at the inlet of the basin and will
treat the low flow, 85th percentile storm event flows.
Section V
Page 15
VI.
INSPECTION/MAINTENANCE RESPONSIBILITY FOR BMPs
A schedule will be established for all maintenance and a log for all cleanups shall be recorded
(see Appendix A – Operations and Maintenance Plan). All documents relating to site
maintenance and Best Management Practices (BMP) will be kept on site for a minimum of 5
years and be made available to Federal, State, County, or City Inspectors upon request.
The party responsible for all structural and non-structural BMPs and contact information is as
follows:
Poseidon Resources (Channelside) LLC
(760) 438-1440
Contact Person:
Section VI
Peter MacLaggan
Page 16
PDP: 00-02/SP 144(H)
VII. VICINITY MAP AND WQTR PLOT PLAN
Section VII
Page 17
PDP: 00-02/SP 144(H)
VIII. EDUCATIONAL MATERIALS
The following is a list of educational materials included in this WQTR.
SC-11 – Spill Prevention, Control and Cleanup
SC-34 – Waste Handling and Disposal
SC-41 – Building and Grounds Maintenance
SC-43 – Parking/Storage Area Maintenance
SE-10 – Storm Drain Inlet Protection
TC-40 – Media Filter
Section VIII
Page 19
Spill Prevention, Control & Cleanup SC-11
Objectives

Cover

Contain

Educate

Reduce/Minimize

Product Substitution
Photo Credit: Geoff Brosseau
Description
Targeted Constituents
Many activities that occur at an industrial or commercial site
have the potential to cause accidental or illegal spills.
Preparation for accidental or illegal spills, with proper training
and reporting systems implemented, can minimize the discharge
of pollutants to the environment.
Sediment
Nutrients
Trash
Metals
Bacteria
Oil and Grease
Organics
Spills and leaks are one of the largest contributors of stormwater
pollutants. Spill prevention and control plans are applicable to
any site at which hazardous materials are stored or used. An
effective plan should have spill prevention and response
procedures that identify potential spill areas, specify material
handling procedures, describe spill response procedures, and
provide spill clean-up equipment. The plan should take steps to
identify and characterize potential spills, eliminate and reduce
spill potential, respond to spills when they occur in an effort to
prevent pollutants from entering the stormwater drainage
system, and train personnel to prevent and control future spills.
;
;
;
Approach
Pollution Prevention

Develop procedures to prevent/mitigate spills to storm drain
systems. Develop and standardize reporting procedures,
containment, storage, and disposal activities, documentation,
and follow-up procedures.

Develop a Spill Prevention Control and Countermeasure
(SPCC) Plan. The plan should include:
January 2003
Errata 4-06
California Stormwater BMP Handbook
Industrial and Commercial
www.cabmphandbooks.com
1 of 9
SC-11 Spill Prevention, Control & Cleanup

-
Description of the facility, owner and address, activities and chemicals present
-
Facility map
-
Notification and evacuation procedures
-
Cleanup instructions
-
Identification of responsible departments
-
Identify key spill response personnel
Recycle, reclaim, or reuse materials whenever possible. This will reduce the amount of
process materials that are brought into the facility.
Suggested Protocols (including equipment needs)
Spill Prevention

Develop procedures to prevent/mitigate spills to storm drain systems. Develop and
standardize reporting procedures, containment, storage, and disposal activities,
documentation, and follow-up procedures.

If consistent illegal dumping is observed at the facility:
-
Post “No Dumping” signs with a phone number for reporting illegal dumping and
disposal. Signs should also indicate fines and penalties applicable for illegal dumping.
-
Landscaping and beautification efforts may also discourage illegal dumping.
-
Bright lighting and/or entrance barriers may also be needed to discourage illegal
dumping.

Store and contain liquid materials in such a manner that if the tank is ruptured, the contents
will not discharge, flow, or be washed into the storm drainage system, surface waters, or
groundwater.

If the liquid is oil, gas, or other material that separates from and floats on water, install a
spill control device (such as a tee section) in the catch basins that collects runoff from the
storage tank area.

Routine maintenance:
-
Place drip pans or absorbent materials beneath all mounted taps, and at all potential
drip and spill locations during filling and unloading of tanks. Any collected liquids or
soiled absorbent materials must be reused/recycled or properly disposed.
-
Store and maintain appropriate spill cleanup materials in a location known to all near
the tank storage area; and ensure that employees are familiar with the site’s spill control
plan and/or proper spill cleanup procedures.
-
Sweep and clean the storage area monthly if it is paved, do not hose down the area to a
storm drain.
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-
Check tanks (and any containment sumps) daily for leaks and spills. Replace tanks that
are leaking, corroded, or otherwise deteriorating with tanks in good condition. Collect
all spilled liquids and properly dispose of them.

Label all containers according to their contents (e.g., solvent, gasoline).

Label hazardous substances regarding the potential hazard (corrosive, radioactive,
flammable, explosive, poisonous).

Prominently display required labels on transported hazardous and toxic materials (per US
DOT regulations).

Identify key spill response personnel.
Spill Control and Cleanup Activities

Follow the Spill Prevention Control and Countermeasure Plan.

Clean up leaks and spills immediately.

Place a stockpile of spill cleanup materials where it will be readily accessible (e.g., near
storage and maintenance areas).

On paved surfaces, clean up spills with as little water as possible. Use a rag for small spills, a
damp mop for general cleanup, and absorbent material for larger spills. If the spilled
material is hazardous, then the used cleanup materials are also hazardous and must be sent
to a certified laundry (rags) or disposed of as hazardous waste. Physical methods for the
cleanup of dry chemicals include the use of brooms, shovels, sweepers, or plows.

Never hose down or bury dry material spills. Sweep up the material and dispose of properly.

Chemical cleanups of material can be achieved with the use of adsorbents, gels, and foams.
Use adsorbent materials on small spills rather than hosing down the spill. Remove the
adsorbent materials promptly and dispose of properly.

For larger spills, a private spill cleanup company or Hazmat team may be necessary.
Reporting
Report spills that pose an immediate threat to human health or the environment to the
Regional Water Quality Control Board.

Federal regulations require that any oil spill into a water body or onto an adjoining shoreline
be reported to the National Response Center (NRC) at 800-424-8802 (24 hour).

Report spills to local agencies, such as the fire department; they can assist in cleanup.

Establish a system for tracking incidents. The system should be designed to identify the
following:
-
Types and quantities (in some cases) of wastes
-
Patterns in time of occurrence (time of day/night, month, or year)
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-
Mode of dumping (abandoned containers, “midnight dumping” from moving vehicles,
direct dumping of materials, accidents/spills)
-
Responsible parties
Training

Educate employees about spill prevention and cleanup.

Well-trained employees can reduce human errors that lead to accidental releases or spills:
-
The employee should have the tools and knowledge to immediately begin cleaning up a
spill should one occur.
-
Employees should be familiar with the Spill Prevention Control and Countermeasure
Plan.

Employees should be educated about aboveground storage tank requirements. Employees
responsible for aboveground storage tanks and liquid transfers should be thoroughly
familiar with the Spill Prevention Control and Countermeasure Plan and the plan should be
readily available.

Train employees to recognize and report illegal dumping incidents.
Other Considerations (Limitations and Regulations)

A Spill Prevention Control and Countermeasure Plan (SPCC) is required for facilities that are
subject to the oil pollution regulations specified in Part 112 of Title 40 of the Code of Federal
Regulations or if they have a storage capacity of 10,000 gallons or more of petroleum.
(Health and Safety Code 6.67)

State regulations also exist for storage of hazardous materials (Health & Safety Code Chapter
6.95), including the preparation of area and business plans for emergency response to the
releases or threatened releases.

Consider requiring smaller secondary containment areas (less than 200 sq. ft.) to be
connected to the sanitary sewer, prohibiting any hard connections to the storm drain.
Requirements
Costs (including capital and operation & maintenance)

Will vary depending on the size of the facility and the necessary controls.

Prevention of leaks and spills is inexpensive. Treatment and/or disposal of contaminated
soil or water can be quite expensive.
Maintenance (including administrative and staffing)

This BMP has no major administrative or staffing requirements. However, extra time is
needed to properly handle and dispose of spills, which results in increased labor costs.
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Supplemental Information
Further Detail of the BMP
Reporting
Record keeping and internal reporting represent good operating practices because they can
increase the efficiency of the facility and the effectiveness of BMPs. A good record keeping
system helps the facility minimize incident recurrence, correctly respond with appropriate
cleanup activities, and comply with legal requirements. A record keeping and reporting system
should be set up for documenting spills, leaks, and other discharges, including discharges of
hazardous substances in reportable quantities. Incident records describe the quality and
quantity of non-stormwater discharges to the storm sewer. These records should contain the
following information:

Date and time of the incident

Weather conditions

Duration of the spill/leak/discharge

Cause of the spill/leak/discharge

Response procedures implemented

Persons notified

Environmental problems associated with the spill/leak/discharge
Separate record keeping systems should be established to document housekeeping and
preventive maintenance inspections, and training activities. All housekeeping and preventive
maintenance inspections should be documented. Inspection documentation should contain the
following information:

The date and time the inspection was performed

Name of the inspector

Items inspected

Problems noted

Corrective action required

Date corrective action was taken
Other means to document and record inspection results are field notes, timed and dated
photographs, videotapes, and drawings and maps.
Aboveground Tank Leak and Spill Control
Accidental releases of materials from aboveground liquid storage tanks present the potential for
contaminating stormwater with many different pollutants. Materials spilled, leaked, or lost from
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tanks may accumulate in soils or on impervious surfaces and be carried away by stormwater
runoff.
The most common causes of unintentional releases are:

Installation problems

Failure of piping systems (pipes, pumps, flanges, couplings, hoses, and valves)

External corrosion and structural failure

Spills and overfills due to operator error

Leaks during pumping of liquids or gases from truck or rail car to a storage tank or vice versa
Storage of reactive, ignitable, or flammable liquids should comply with the Uniform Fire Code
and the National Electric Code. Practices listed below should be employed to enhance the code
requirements:

Tanks should be placed in a designated area.

Tanks located in areas where firearms are discharged should be encapsulated in concrete or
the equivalent.

Designated areas should be impervious and paved with Portland cement concrete, free of
cracks and gaps, in order to contain leaks and spills.

Liquid materials should be stored in UL approved double walled tanks or surrounded by a
curb or dike to provide the volume to contain 10 percent of the volume of all of the
containers or 110 percent of the volume of the largest container, whichever is greater. The
area inside the curb should slope to a drain.

For used oil or dangerous waste, a dead-end sump should be installed in the drain.

All other liquids should be drained to the sanitary sewer if available. The drain must have a
positive control such as a lock, valve, or plug to prevent release of contaminated liquids.

Accumulated stormwater in petroleum storage areas should be passed through an oil/water
separator.
Maintenance is critical to preventing leaks and spills. Conduct routine inspections and:

Check for external corrosion and structural failure.

Check for spills and overfills due to operator error.

Check for failure of piping system (pipes, pumps, flanger, coupling, hoses, and valves).

Check for leaks or spills during pumping of liquids or gases from truck or rail car to a storage
facility or vice versa.
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Visually inspect new tank or container installation for loose fittings, poor welding, and
improper or poorly fitted gaskets.

Inspect tank foundations, connections, coatings, and tank walls and piping system. Look for
corrosion, leaks, cracks, scratches, and other physical damage that may weaken the tank or
container system.

Frequently relocate accumulated stormwater during the wet season.

Periodically conduct integrity testing by a qualified professional.
Vehicle Leak and Spill Control
Major spills on roadways and other public areas are generally handled by highly trained Hazmat
teams from local fire departments or environmental health departments. The measures listed
below pertain to leaks and smaller spills at vehicle maintenance shops.
In addition to implementing the spill prevention, control, and clean up practices above, use the
following measures related to specific activities:
Vehicle and Equipment Maintenance

Perform all vehicle fluid removal or changing inside or under cover to prevent the run-on of
stormwater and the runoff of spills.

Regularly inspect vehicles and equipment for leaks, and repair immediately.

Check incoming vehicles and equipment (including delivery trucks, and employee and
subcontractor vehicles) for leaking oil and fluids. Do not allow leaking vehicles or equipment
onsite.

Always use secondary containment, such as a drain pan or drop cloth, to catch spills or leaks
when removing or changing fluids.

Immediately drain all fluids from wrecked vehicles.

Store wrecked vehicles or damaged equipment under cover.

Place drip pans or absorbent materials under heavy equipment when not in use.

Use adsorbent materials on small spills rather than hosing down the spill.

Remove the adsorbent materials promptly and dispose of properly.

Promptly transfer used fluids to the proper waste or recycling drums. Don’t leave full drip
pans or other open containers lying around.

Oil filters disposed of in trashcans or dumpsters can leak oil and contaminate stormwater.
Place the oil filter in a funnel over a waste oil recycling drum to drain excess oil before
disposal. Oil filters can also be recycled. Ask your oil supplier or recycler about recycling oil
filters.
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Store cracked batteries in a non-leaking secondary container. Do this with all cracked
batteries, even if you think all the acid has drained out. If you drop a battery, treat it as if it is
cracked. Put it into the containment area until you are sure it is not leaking.
Vehicle and Equipment Fueling
Design the fueling area to prevent the run-on of stormwater and the runoff of spills:

-
Cover fueling area if possible.
-
Use a perimeter drain or slope pavement inward with drainage to a sump.
-
Pave fueling area with concrete rather than asphalt.

If dead-end sump is not used to collect spills, install an oil/water separator.

Install vapor recovery nozzles to help control drips as well as air pollution.

Discourage “topping-off’ of fuel tanks.

Use secondary containment when transferring fuel from the tank truck to the fuel tank.

Use adsorbent materials on small spills and general cleaning rather than hosing down the
area. Remove the adsorbent materials promptly.

Carry out all Federal and State requirements regarding underground storage tanks, or install
above ground tanks.

Do not use mobile fueling of mobile industrial equipment around the facility; rather,
transport the equipment to designated fueling areas.

Keep your Spill Prevention Control and Countermeasure (SPCC) Plan up-to-date.

Train employees in proper fueling and cleanup procedures.
Industrial Spill Prevention Response
For the purposes of developing a spill prevention and response program to meet the stormwater
regulations, facility managers should use information provided in this fact sheet and the spill
prevention/response portions of the fact sheets in this handbook, for specific activities. The
program should:

Integrate with existing emergency response/hazardous materials programs (e.g., Fire
Department)

Develop procedures to prevent/mitigate spills to storm drain systems

Identify responsible departments

Develop and standardize reporting procedures, containment, storage, and disposal activities,
documentation, and follow-up procedures

Address spills at municipal facilities, as well as public areas
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Provide training concerning spill prevention, response and cleanup to all appropriate
personnel
References and Resources
California’s Nonpoint Source Program Plan http://www.swrcb.ca.gov/nps/index.html
Clark County Storm Water Pollution Control Manual
http://www.co.clark.wa.us/pubworks/bmpman.pdf
King County Storm Water Pollution Control Manual http://dnr.metrokc.gov/wlr/dss/spcm.htm
Santa Clara Valley Urban Runoff Pollution Prevention Program http://www.scvurppp.org
The Stormwater Managers Resource Center http://www.stormwatercenter.net/
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Waste Handling & Disposal
SC-34
Objectives
Cover
Contain
Educate
Reduce/Minimize
Description
Improper storage and handling of solid wastes can allow toxic
compounds, oils and greases, heavy metals, nutrients, suspended
solids, and other pollutants to enter stormwater runoff. The
discharge of pollutants to stormwater from waste handling and
disposal can be prevented and reduced by tracking waste
generation, storage, and disposal; reducing waste generation and
disposal through source reduction, reuse, and recycling; and
preventing run-on and runoff.
Sediment
Nutrients
Trash
Metals
Bacteria
Oil and Grease
Organics
Approach
Accomplish reduction in the amount of waste generated
using the following source controls:
-
Production planning and sequencing
-
Process or equipment modification
-
Raw material substitution or elimination
-
Loss prevention and housekeeping
-
Waste segregation and separation
-
Close loop recycling
Establish a material tracking system to increase awareness
about material usage. This may reduce spills and minimize
contamination, thus reducing the amount of waste produced.
Recycle materials whenever possible.
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Suggested Protocols
General
Cover storage containers with leak proof lids or some other means. If waste is not in
containers, cover all waste piles (plastic tarps are acceptable coverage) and prevent
stormwater run-on and runoff with a berm. The waste containers or piles must be covered
except when in use.
Use drip pans or absorbent materials whenever grease containers are emptied by vacuum
trucks or other means. Grease cannot be left on the ground. Collected grease must be
properly disposed of as garbage.
Check storage containers weekly for leaks and to ensure that lids are on tightly. Replace any
that are leaking, corroded, or otherwise deteriorating.
Sweep and clean the storage area regularly. If it is paved, do not hose down the area to a
storm drain.
Dispose of rinse and wash water from cleaning waste containers into a sanitary sewer if
allowed by the local sewer authority. Do not discharge wash water to the street or storm
drain.
Transfer waste from damaged containers into safe containers.
Take special care when loading or unloading wastes to minimize losses. Loading systems
can be used to minimize spills and fugitive emission losses such as dust or mist. Vacuum
transfer systems can minimize waste loss.
Controlling Litter
Post “No Littering” signs and enforce anti-litter laws.
Provide a sufficient number of litter receptacles for the facility.
Clean out and cover litter receptacles frequently to prevent spillage.
Waste Collection
Keep waste collection areas clean.
Inspect solid waste containers for structural damage regularly. Repair or replace damaged
containers as necessary.
Secure solid waste containers; containers must be closed tightly when not in use.
Do not fill waste containers with washout water or any other liquid.
Ensure that only appropriate solid wastes are added to the solid waste container. Certain
wastes such as hazardous wastes, appliances, fluorescent lamps, pesticides, etc., may not be
disposed of in solid waste containers (see chemical/ hazardous waste collection section
below).
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Do not mix wastes; this can cause chemical reactions, make recycling impossible, and
complicate disposal.
Good Housekeeping
Use all of the product before disposing of the container.
Keep the waste management area clean at all times by sweeping and cleaning up spills
immediately.
Use dry methods when possible (e.g., sweeping, use of absorbents) when cleaning around
restaurant/food handling dumpster areas. If water must be used after sweeping/using
absorbents, collect water and discharge through grease interceptor to the sewer.
Chemical/Hazardous Wastes
Select designated hazardous waste collection areas on-site.
Store hazardous materials and wastes in covered containers and protect them from
vandalism.
Place hazardous waste containers in secondary containment.
Make sure that hazardous waste is collected, removed, and disposed of only at authorized
disposal areas.
Stencil or demarcate storm drains on the facility’s property with prohibitive message
regarding waste disposal.
Run-on/Runoff Prevention
Prevent stormwater run-on from entering the waste management area by enclosing the area
or building a berm around the area.
Prevent waste materials from directly contacting rain.
Cover waste piles with temporary covering material such as reinforced tarpaulin,
polyethylene, polyurethane, polypropyleneor hypalon.
Cover the area with a permanent roof if feasible.
Cover dumpsters to prevent rain from washing waste out of holes or cracks in the bottom of
the dumpster.
Move the activity indoor after ensuring all safety concerns such as fire hazard and
ventilation are addressed.
Inspection
Inspect and replace faulty pumps or hoses regularly to minimize the potential of releases and
spills.
Check waste management areas for leaking containers or spills.
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Repair leaking equipment including valves, lines, seals, or pumps promptly.
Training
Train staff in pollution prevention measures and proper disposal methods.
Train employees and contractors in proper spill containment and cleanup. The employee
should have the tools and knowledge to immediately begin cleaning up a spill should one
occur.
Train employees and subcontractors in proper hazardous waste management.
Spill Response and Prevention
Have an emergency plan, equipment and trained personnel ready at all times to deal
immediately with major spills
Collect all spilled liquids and properly dispose of them.
Store and maintain appropriate spill cleanup materials in a location known to all near the
designated wash area.
Ensure that vehicles transporting waste have spill prevention equipment that can prevent
spills during transport. Spill prevention equipment includes:
-
Vehicles equipped with baffles for liquid waste
-
Trucks with sealed gates and spill guards for solid waste
Other Considerations (Limitations and Regulations)
Hazardous waste cannot be reused or recycled; it must be disposed of by a licensed hazardous
waste hauler.
Requirements
Costs
Capital and O&M costs for these programs will vary substantially depending on the size of the
facility and the types of waste handled. Costs should be low if there is an inventory program in
place.
Maintenance
None except for maintaining equipment for material tracking program.
Land Treatment System
Minimize runoff of polluted stormwater from land application by:
Choosing a site where slopes are under 6%, the soil is permeable, there is a low water table,
it is located away from wetlands or marshes, and there is a closed drainage system
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Avoiding application of waste to the site when it is raining or when the ground is saturated
with water
Growing vegetation on land disposal areas to stabilize soils and reduce the volume of surface
water runoff from the site
Maintaining adequate barriers between the land application site and the receiving waters
(planted strips are particularly good)
Using erosion control techniques such as mulching and matting, filter fences, straw bales,
diversion terracing, and sediment basins
Performing routine maintenance to ensure the erosion control or site stabilization measures
are working
Examples
The port of Long Beach has a state-of-the-art database for identifying potential pollutant
sources, documenting facility management practices, and tracking pollutants.
Solid Waste Container Best Management Practices – Fact Sheet On-Line Resources –
Environmental Health and Safety. Harvard University. 2002.
Pollution from Surface Cleaning Folder. 1996. Bay Area Stormwater Management Agencies
Association (BASMAA). http://www.basmaa.org
The Storm Water Managers Resource Center http://www.stormwatercenter.net/
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Building & Grounds Maintenance
SC-41
Objectives
Cover
Contain
Educate
Reduce/Minimize
Description
Stormwater runoff from building and grounds maintenance
activities can be contaminated with toxic hydrocarbons in
solvents, fertilizers and pesticides, suspended solids, heavy
metals, abnormal pH, and oils and greases. Utilizing the
protocols in this fact sheet will prevent or reduce the discharge of
pollutants to stormwater from building and grounds
maintenance activities by washing and cleaning up with as little
water as possible, following good landscape management
practices, preventing and cleaning up spills immediately, keeping
debris from entering the storm drains, and maintaining the
stormwater collection system.
Sediment
Nutrients
Trash
Metals
Bacteria
Oil and Grease
Organics
Approach
Reduce potential for pollutant discharge through source control
pollution prevention and BMP implementation. Successful
implementation depends on effective training of employees on
applicable BMPs and general pollution prevention strategies and
objectives.
Switch to non-toxic chemicals for maintenance when
possible.
Choose cleaning agents that can be recycled.
Encourage proper lawn management and landscaping,
including use of native vegetation.
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Encourage use of Integrated Pest Management techniques for pest control.
Encourage proper onsite recycling of yard trimmings.
Recycle residual paints, solvents, lumber, and other material as much as possible.
Suggested Protocols
Pressure Washing of Buildings, Rooftops, and Other Large Objects
In situations where soaps or detergents are used and the surrounding area is paved, pressure
washers must use a water collection device that enables collection of wash water and
associated solids. A sump pump, wet vacuum or similarly effective device must be used to
collect the runoff and loose materials. The collected runoff and solids must be disposed of
properly.
If soaps or detergents are not used, and the surrounding area is paved, wash runoff does not
have to be collected but must be screened. Pressure washers must use filter fabric or some
other type of screen on the ground and/or in the catch basin to trap the particles in wash
water runoff.
If you are pressure washing on a grassed area (with or without soap), runoff must be
dispersed as sheet flow as much as possible, rather than as a concentrated stream. The wash
runoff must remain on the grass and not drain to pavement.
Landscaping Activities
Dispose of grass clippings, leaves, sticks, or other collected vegetation as garbage, or by
composting. Do not dispose of collected vegetation into waterways or storm drainage
systems.
Use mulch or other erosion control measures on exposed soils.
Building Repair, Remodeling, and Construction
Do not dump any toxic substance or liquid waste on the pavement, the ground, or toward a
storm drain.
Use ground or drop cloths underneath outdoor painting, scraping, and sandblasting work,
and properly dispose of collected material daily.
Use a ground cloth or oversized tub for activities such as paint mixing and tool cleaning.
Clean paintbrushes and tools covered with water-based paints in sinks connected to sanitary
sewers or in portable containers that can be dumped into a sanitary sewer drain. Brushes
and tools covered with non-water-based paints, finishes, or other materials must be cleaned
in a manner that enables collection of used solvents (e.g., paint thinner, turpentine, etc.) for
recycling or proper disposal.
Use a storm drain cover, filter fabric, or similarly effective runoff control mechanism if dust,
grit, wash water, or other pollutants may escape the work area and enter a catch basin. This
is particularly necessary on rainy days. The containment device(s) must be in place at the
beginning of the work day, and accumulated dirty runoff and solids must be collected and
disposed of before removing the containment device(s) at the end of the work day.
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If you need to de-water an excavation site, you may need to filter the water before
discharging to a catch basin or off-site. If directed off-site, you should direct the water
through hay bales and filter fabric or use other sediment filters or traps.
Store toxic material under cover during precipitation events and when not in use. A cover
would include tarps or other temporary cover material.
Mowing, Trimming, and Planting
Dispose of leaves, sticks, or other collected vegetation as garbage, by composting or at a
permitted landfill. Do not dispose of collected vegetation into waterways or storm drainage
systems.
Use mulch or other erosion control measures when soils are exposed.
Place temporarily stockpiled material away from watercourses and drain inlets, and berm or
cover stockpiles to prevent material releases to the storm drain system.
Consider an alternative approach when bailing out muddy water: do not put it in the storm
drain; pour over landscaped areas.
Use hand weeding where practical.
Fertilizer and Pesticide Management
Follow all federal, state, and local laws and regulations governing the use, storage, and
disposal of fertilizers and pesticides and training of applicators and pest control advisors.
Use less toxic pesticides that will do the job when applicable. Avoid use of copper-based
pesticides if possible.
Do not use pesticides if rain is expected.
Do not mix or prepare pesticides for application near storm drains.
Use the minimum amount needed for the job.
Calibrate fertilizer distributors to avoid excessive application.
Employ techniques to minimize off-target application (e.g., spray drift) of pesticides,
including consideration of alternative application techniques.
Apply pesticides only when wind speeds are low.
Fertilizers should be worked into the soil rather than dumped or broadcast onto the surface.
Irrigate slowly to prevent runoff and then only as much as is needed.
Clean pavement and sidewalk if fertilizer is spilled on these surfaces before applying
irrigation water.
Dispose of empty pesticide containers according to the instructions on the container label.
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Use up the pesticides. Rinse containers, and use rinse water as product. Dispose of unused
pesticide as hazardous waste.
Implement storage requirements for pesticide products with guidance from the local fire
department and County Agricultural Commissioner. Provide secondary containment for
pesticides.
Inspection
Inspect irrigation system periodically to ensure that the right amount of water is being
applied and that excessive runoff is not occurring. Minimize excess watering and repair
leaks in the irrigation system as soon as they are observed.
Training
Educate and train employees on pesticide use and in pesticide application techniques to
prevent pollution.
Train employees and contractors in proper techniques for spill containment and cleanup.
Be sure the frequency of training takes into account the complexity of the operations and the
nature of the staff.
Place a stockpile of spill cleanup materials, such as brooms, dustpans, and vacuum sweepers
(if desired) near the storage area where it will be readily accessible.
Have employees trained in spill containment and cleanup present during the
loading/unloading of dangerous wastes, liquid chemicals, or other materials.
Familiarize employees with the Spill Prevention Control and Countermeasure Plan.
Clean up spills immediately.
Other Considerations
Alternative pest/weed controls may not be available, suitable, or effective in many cases.
Requirements
Costs
Cost will vary depending on the type and size of facility.
Overall costs should be low in comparison to other BMPs.
Maintenance
Sweep paved areas regularly to collect loose particles. Wipe up spills with rags and other
absorbent material immediately, do not hose down the area to a storm drain.
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Fire Sprinkler Line Flushing
Building fire sprinkler line flushing may be a source of non-stormwater runoff pollution. The
water entering the system is usually potable water, though in some areas it may be non-potable
reclaimed wastewater. There are subsequent factors that may drastically reduce the quality of
the water in such systems. Black iron pipe is usually used since it is cheaper than potable
piping, but it is subject to rusting and results in lower quality water. Initially, the black iron pipe
has an oil coating to protect it from rusting between manufacture and installation; this will
contaminate the water from the first flush but not from subsequent flushes. Nitrates, polyphosphates and other corrosion inhibitors, as well as fire suppressants and antifreeze may be
added to the sprinkler water system. Water generally remains in the sprinkler system a long
time (typically a year) and between flushes may accumulate iron, manganese, lead, copper,
nickel, and zinc. The water generally becomes anoxic and contains living and dead bacteria and
breakdown products from chlorination. This may result in a significant BOD problem and the
water often smells. Consequently dispose fire sprinkler line flush water into the sanitary sewer.
Do not allow discharge to storm drain or infiltration due to potential high levels of pollutants in
fire sprinkler line water.
Mobile Cleaners Pilot Program: Final Report. 1997. Bay Area Stormwater Management
Agencies Association (BASMAA). http://www.basmaa.org/
Association (BASMAA). http://www.basmaa.org/
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Parking/Storage Area Maintenance SC-43
Objectives
Cover
Contain
Educate
Reduce/Minimize
Description
Parking lots and storage areas can contribute a number of
substances, such as trash, suspended solids, hydrocarbons, oil
and grease, and heavy metals that can enter receiving waters
through stormwater runoff or non-stormwater discharges. The
protocols in this fact sheet are intended to prevent or reduce the
discharge of pollutants from parking/storage areas and include
using good housekeeping practices, following appropriate
cleaning BMPs, and training employees.
Sediment
Nutrients
Trash
Metals
Bacteria
Oil and Grease
Organics
Approach
The goal of this program is to ensure stormwater pollution
prevention practices are considered when conducting activities
on or around parking areas and storage areas to reduce potential
for pollutant discharge to receiving waters. Successful
implementation depends on effective training of employees on
applicable BMPs and general pollution prevention strategies and
objectives.
Encourage alternative designs and maintenance strategies for
impervious parking lots. (See New Development and
Redevelopment BMP Handbook)
Keep accurate maintenance logs to evaluate BMP
implementation.
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SC-43 Parking/Storage Area Maintenance
Suggested Protocols
General
Keep the parking and storage areas clean and orderly. Remove debris in a timely fashion.
Allow sheet runoff to flow into biofilters (vegetated strip and swale) and/or infiltration
devices.
Utilize sand filters or oleophilic collectors for oily waste in low quantities.
Arrange rooftop drains to prevent drainage directly onto paved surfaces.
Design lot to include semi-permeable hardscape.
Discharge soapy water remaining in mop or wash buckets to the sanitary sewer through a
sink, toilet, clean-out, or wash area with drain.
Controlling Litter
Post “No Littering” signs and enforce anti-litter laws.
Provide an adequate number of litter receptacles.
Clean out and cover litter receptacles frequently to prevent spillage.
Provide trash receptacles in parking lots to discourage litter.
Routinely sweep, shovel, and dispose of litter in the trash.
Surface Cleaning
Use dry cleaning methods (e.g., sweeping, vacuuming) to prevent the discharge of pollutants
into the stormwater conveyance system if possible.
Establish frequency of public parking lot sweeping based on usage and field observations of
waste accumulation.
Sweep all parking lots at least once before the onset of the wet season.
Follow the procedures below if water is used to clean surfaces:
-
Block the storm drain or contain runoff.
-
Collect and pump wash water to the sanitary sewer or discharge to a pervious surface.
Do not allow wash water to enter storm drains.
-
Dispose of parking lot sweeping debris and dirt at a landfill.
Follow the procedures below when cleaning heavy oily deposits:
-
Clean oily spots with absorbent materials.
-
Use a screen or filter fabric over inlet, then wash surfaces.
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-
Do not allow discharges to the storm drain.
-
Vacuum/pump discharges to a tank or discharge to sanitary sewer.
-
Appropriately dispose of spilled materials and absorbents.
Surface Repair
Preheat, transfer or load hot bituminous material away from storm drain inlets.
Apply concrete, asphalt, and seal coat during dry weather to prevent contamination from
contacting stormwater runoff.
Cover and seal nearby storm drain inlets where applicable (with waterproof material or
mesh) and manholes before applying seal coat, slurry seal, etc. Leave covers in place until
job is complete and all water from emulsified oil sealants has drained or evaporated. Clean
any debris from these covered manholes and drains for proper disposal.
Use only as much water as necessary for dust control, to avoid runoff.
Catch drips from paving equipment that is not in use with pans or absorbent material placed
under the machines. Dispose of collected material and absorbents properly.
Inspection
Have designated personnel conduct inspections of parking facilities and stormwater
conveyance systems associated with parking facilities on a regular basis.
Inspect cleaning equipment/sweepers for leaks on a regular basis.
Training
Provide regular training to field employees and/or contractors regarding cleaning of paved
areas and proper operation of equipment.
Train employees and contractors in proper techniques for spill containment and cleanup.
Place a stockpile of spill cleanup materials where it will be readily accessible or at a central
location.
Clean up fluid spills immediately with absorbent rags or material.
Dispose of spilled material and absorbents properly.
Other Considerations
Limitations related to sweeping activities at large parking facilities may include high equipment
costs, the need for sweeper operator training, and the inability of current sweeper technology to
remove oil and grease.
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SC-43 Parking/Storage Area Maintenance
Requirements
Costs
Cleaning/sweeping costs can be quite large. Construction and maintenance of stormwater
structural controls can be quite expensive as well.
Maintenance
Sweep parking lot regularly to minimize cleaning with water.
Clean out oil/water/sand separators regularly, especially after heavy storms.
Clean parking facilities regularly to prevent accumulated wastes and pollutants from being
discharged into conveyance systems during rainy conditions.
Surface Repair
Apply concrete, asphalt, and seal coat during dry weather to prevent contamination from
contacting stormwater runoff. Where applicable, cover and seal nearby storm drain inlets (with
waterproof material or mesh) and manholes before applying seal coat, slurry seal, etc. Leave
covers in place until job is complete and all water from emulsified oil sealants has drained or
evaporated. Clean any debris from these covered manholes and drains for proper disposal.
Only use only as much water as is necessary for dust control to avoid runoff.
Association (BASMAA). http://www.basmaa.org/
Oregon Association of Clean Water Agencies. Oregon Municipal Stormwater Toolbox for
Maintenance Practices. June 1998.
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Storm Drain Inlet Protection
SE-10
Objectives
EC
SE
TR
WE
NS
WM
Erosion Control
Sediment Control
Tracking Control
Wind Erosion Control
Non-Stormwater
Management Control
Waste Management and
Materials Pollution Control
;
Legend:
;
:
Primary Objective
Secondary Objective
Description and Purpose
Storm drain inlet protection consists of a sediment filter or an
impounding area around or upstream of a storm drain, drop
inlet, or curb inlet. Storm drain inlet protection measures
temporarily pond runoff before it enters the storm drain,
allowing sediment to settle. Some filter configurations also
remove sediment by filtering, but usually the ponding action
results in the greatest sediment reduction.
Suitable Applications
Every storm drain inlet receiving sediment-laden runoff should
be protected.
Limitations

Drainage area should not exceed 1 acre.

Straw bales, while potentially effective, have not produced
in practice satisfactory results, primarily due to improper
installation.

Requires an adequate area for water to pond without
encroaching into portions of the roadway subject to traffic.

Inlet protection usually requires other methods of
temporary protection to prevent sediment-laden
stormwater and non-stormwater discharges from entering the
storm drain system.

Sediment removal may be difficult in high flow conditions or if
runoff is heavily sediment laden. If high flow conditions are
January 2003
Construction
;
Sediment
Nutrients
Trash
Metals
Bacteria
Oil and Grease
Organics
;
Potential Alternatives
SE-1 Silt Fence
SE-5 Fiber Rolls
SE-6 Gravel Bag Berm
SE-8 Sandbag Barrier
SE-9 Straw Bale Barrier
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expected, use other onsite sediment trapping techniques in conjunction with inlet
protection.

Frequent maintenance is required.

For drainage areas larger than 1 acre, runoff should be routed to a sediment-trapping device
designed for larger flows. See BMPs SE-2, Sediment Basin, and SE-3, Sediment Traps.

Excavated drop inlet sediment traps are appropriate where relatively heavy flows are
expected, and overflow capability is needed.
Implementation
General
Large amounts of sediment may enter the storm drain system when storm drains are installed
before the upslope drainage area is stabilized, or where construction is adjacent to an existing
storm drain. In cases of extreme sediment loading, the storm drain itself may clog and lose a
major portion of its capacity. To avoid these problems, it is necessary to prevent sediment from
entering the system at the inlets.
Inlet control measures presented in this handbook should not be used for inlets draining more
than one acre. Runoff from larger disturbed areas should be first routed through SE-2,
Sediment Basin or SE-3, Sediment Trap. Different types of inlet protection are appropriate for
different applications depending on site conditions and the type of inlet. Inlet protection
methods not presented in this handbook should be approved by the local stormwater
management agency.
Design and Layout
Identify existing and planned storm drain inlets that have the potential to receive sedimentladen surface runoff. Determine if storm drain inlet protection is needed and which method to
use.

Limit upstream drainage area to 1 acre maximum. For larger drainage areas, use SE-2,
Sediment Basin, or SE-3, Sediment Trap, upstream of the inlet protection device.

The key to successful and safe use of storm drain inlet protection devices is to know where
runoff will pond or be diverted.

-
Determine the acceptable location and extent of ponding in the vicinity of the drain inlet.
The acceptable location and extent of ponding will influence the type and design of the
storm drain inlet protection device.
-
Determine the extent of potential runoff diversion caused by the storm drain inlet
protection device. Runoff ponded by inlet protection devices may flow around the device
and towards the next downstream inlet. In some cases, this is acceptable; in other cases,
serious erosion or downstream property damage can be caused by these diversions. The
possibility of runoff diversions will influence whether or not storm drain inlet protection
is suitable; and, if suitable, the type and design of the device.
The location and extent of ponding, and the extent of diversion, can usually be controlled
through appropriate placement of the inlet protection device. In some cases, moving the
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inlet protection device a short distance upstream of the actual inlet can provide more
efficient sediment control, limit ponding to desired areas, and prevent or control diversions.

Four types of inlet protection are presented below. However, it is recognized that other
effective methods and proprietary devices exist and may be selected.
-
Filter Fabric Fence: Appropriate for drainage basins with less than a 5% slope, sheet
flows, and flows under 0.5 cfs.
-
Excavated Drop Inlet Sediment Trap: An excavated area around the inlet to trap
sediment (SE-3).
-
Gravel bag barrier: Used to create a small sediment trap upstream of inlets on sloped,
paved streets. Appropriate for sheet flow or when concentrated flow may exceed 0.5 cfs,
and where overtopping is required to prevent flooding.
-
Block and Gravel Filter: Appropriate for flows greater than 0.5 cfs.

Select the appropriate type of inlet protection and design as referred to or as described in
this fact sheet.

Provide area around the inlet for water to pond without flooding structures and property.

Grates and spaces around all inlets should be sealed to prevent seepage of sediment-laden
water.

Excavate sediment sumps (where needed) 1 to 2 ft with 2:1 side slopes around the inlet.
Installation

DI Protection Type 1 - Filter Fabric Fence - The filter fabric fence (Type 1) protection
is shown in the attached figure. Similar to constructing a silt fence; see BMP SE-1, Silt
Fence. Do not place filter fabric underneath the inlet grate since the collected sediment may
fall into the drain inlet when the fabric is removed or replaced.
1. Excavate a trench approximately 6 in. wide and 6 in. deep along the line of the silt fence
inlet protection device.
2. Place 2 in. by 2 in. wooden stakes around the perimeter of the inlet a maximum of 3 ft
apart and drive them at least 18 in. into the ground or 12 in. below the bottom of the
trench. The stakes must be at least 48 in.
3. Lay fabric along bottom of trench, up side of trench, and then up stakes. See SE-1, Silt
Fence, for details. The maximum silt fence height around the inlet is 24 in.
4. Staple the filter fabric (for materials and specifications, see SE-1, Silt Fence) to wooden
stakes. Use heavy-duty wire staples at least 1 in. in length.
5. Backfill the trench with gravel or compacted earth all the way around.

DI Protection Type 2 - Excavated Drop Inlet Sediment Trap - The excavated drop
inlet sediment trap (Type 2) is shown in the attached figures. Install filter fabric fence in
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accordance with DI Protection Type 1. Size excavated trap to provide a minimum storage
capacity calculated at the rate 67 yd3/acre of drainage area.

DI Protection Type 3 - Gravel bag - The gravel bag barrier (Type 3) is shown in the
figures. Flow from a severe storm should not overtop the curb. In areas of high clay and
silts, use filter fabric and gravel as additional filter media. Construct gravel bags in
accordance with SE-6, Gravel Bag Berm. Gravel bags should be used due to their high
permeability.
1. Use sand bag made of geotextile fabric (not burlap) and fill with 0.75 in. rock or 0.25 in.
pea gravel.
2. Construct on gently sloping street.
3. Leave room upstream of barrier for water to pond and sediment to settle.
4. Place several layers of sand bags – overlapping the bags and packing them tightly
together.
5. Leave gap of one bag on the top row to serve as a spillway. Flow from a severe storm
(e.g., 10 year storm) should not overtop the curb.

DI Protection Type 4 – Block and Gravel Filter - The block and gravel filter (Type 4)
is shown in the figures. Block and gravel filters are suitable for curb inlets commonly used in
residential, commercial, and industrial construction.
1. Place hardware cloth or comparable wire mesh with 0.5 in. openings over the drop inlet
so that the wire extends a minimum of 1 ft beyond each side of the inlet structure. If
more than one strip is necessary, overlap the strips. Place filter fabric over the wire
mesh.
2. Place concrete blocks lengthwise on their sides in a single row around the perimeter of
the inlet, so that the open ends face outward, not upward. The ends of adjacent blocks
should abut. The height of the barrier can be varied, depending on design needs, by
stacking combinations of blocks that are 4 in., 8 in., and 12 in. wide. The row of blocks
should be at least 12 in. but no greater than 24 in. high.
3. Place wire mesh over the outside vertical face (open end) of the concrete blocks to
prevent stone from being washed through the blocks. Use hardware cloth or comparable
wire mesh with 0.5 in. opening.
4. Pile washed stone against the wire mesh to the top of the blocks. Use 0.75 to 3 in.
Costs

Average annual cost for installation and maintenance (one year useful life) is $200 per inlet.
Inspection and Maintenance
Inspect BMPs prior to forecast rain, daily during extended rain events, after rain events,
weekly during the rainy season, and at two-week intervals during the non-rainy season.

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SE-10

Filter Fabric Fences. If the fabric becomes clogged, torn, or degrades, it should be replaced.
Make sure the stakes are securely driven in the ground and are in good shape (i.e., not bent,
cracked, or splintered, and are reasonably perpendicular to the ground). Replace damaged
stakes.

Gravel Filters. If the gravel becomes clogged with sediment, it must be carefully removed
from the inlet and either cleaned or replaced. Since cleaning gravel at a construction site
may be difficult, consider using the sediment-laden stone as fill material and put fresh stone
around the inlet. Inspect bags for holes, gashes, and snags, and replace bags as needed.
Check gravel bags for proper arrangement and displacement.

Sediment that accumulates in the BMP must be periodically removed in order to maintain
BMP effectiveness. Sediment should be removed when the sediment accumulation reaches
one-third of the barrier height. Sediment removed during maintenance may be incorporated
into earthwork on the site ore disposed at an appropriate location.

Remove storm drain inlet protection once the drainage area is stabilized.
-
Clean and regrade area around the inlet and clean the inside of the storm drain inlet as it
must be free of sediment and debris at the time of final inspection.
References
Stormwater Quality Handbooks - Construction Site Best Management Practices (BMPs) Manual,
State of California Department of Transportation (Caltrans), November 2000.
Stormwater Management Manual for The Puget Sound Basin, Washington State Department of
Ecology, Public Review Draft, 1991.
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IX.
IX
PDP: 00-02/SP 144(H)
APPENDIX A
Operations and Maintenance Plan
Appendix A
Implementation, Maintenance
and Inspection Frequency and
Schedule
New onsite employees to be
educated within 2 weeks of hire.
Each onsite employee shall receive
an annual review.
If a user is observed engaging
activity that may adverse
impacts on stormwater, the
authorized representative shall
take corrective action as
necessary. Ongoing basis.
The Landscape Maintenance
Common Area Landscape Management
Contractors will continuously
Water conservation will be achieved through the use of water
conserving plant material. Plantings are grouped into hydro-zones
maintain the site. Landscape
maintenance/management will
based upon water requirements and solar exposure. Irrigation valves
are on an automatic irrigation system utilizing various types of
occur weekly. Also, a
designated representative of the
irrigation heads designed to water areas based upon plant water
requirements, sun/shade exposure, climatic factors, soil infiltration rate owner will be responsible for
continual maintenance of
and seasons. An ET based irrigation controller, which utilizes daily
evapotranspiration rates, will be used to adjust the irrigation schedule
landscaped areas in a manner
consistent with the local
with multiple cycles. A rain shut-off device is specified to maximize
efficient water application, and flow sensors are installed to identify
regulations.
broken irrigation mainlines and laterals. The Landscape Maintenance
Contractors will continuously maintain the site to
identify areas where significant amounts of irrigation overspray has
developed. Landscape maintenance will occur regularly as specified by
the project Owner.
Education for Property Owners, Tenants and Occupants
Poseidon Resources (Channelside) LLC, the Owner, will educate all
onsite employees. Education shall be given using the project
SUSMP/WQTR and the educational materials contained within as
reference.
Activity Restrictions
Ensure all users are adhering to activity restrictions as outlined in the
project SUSMP/WQTR and the City of Carlsbad’s zoning ordinance
and standards.
Non-Structural Source Control BMPs
BMP Name and BMP Implementation, Maintenance and
Inspection
Procedures
OPERATIONS AND MAINTENANCE PLAN
Appendix A
Contractors will be contracted
with The Owner.
The Owner is responsible for
educating the authorized tenant
representative(s), who in turn,
will educate all onsite
employees.
educating the authorized tenant
representative(s), who in turn,
will educate all onsite
employees.
Person or Entity with
Operation & Maintenance
Responsibility
PDP: 00-02/SP 144(H)
Schedule
Through a maintenance firm
that will be contracted with
The Owner.
Through a maintenance firm
that will be contracted with
The Owner.
educating the authorized
tenant representative(s), who
in turn, will educate all onsite
employees.
The Owner through a
maintenance firm.
Weekly
New onsite employees to be
educated within 2 weeks of hire.
Each onsite employee shall
receive an annual review.
Responsibility
When spills occur.
Weekly
Street Sweeping Private Streets and Parking Lots.
The private parking lot swept once a week and prior to the storm
season, no later than September 30th each year. The rubbish/waste from
the sweeping shall be disposed of in the on-site dumpster.
Spill Contingency Plan
A Spill Contingency Plan is not available. As a minimum the Spill
Contingency Plan will “mandate the stockpiling of cleanup materials,
notification of responsible agencies, disposal of cleanup materials and
documentation.”
Common Area Litter Control.
Perform parking lot/common area maintenance that will include the
removal of litter from around the trash storage receptacles, drive aisles,
parking lot and outdoor areas. All litter shall be placed in appropriate
trash receptacles.
Employee Training.
Poseidon Resources will educate all onsite employees. Education shall
be given using the project SUSMP/WQTR and the educational
materials contained within as reference.
Non-Structural Source Control BMPs
Inspection
Procedures
Schedule
Provide storm drain system stenciling and signage
The proposed catch basins shall have either concrete stamping,
porcelain tile, inset permanent marking or equivalent as approved by
the City of Carlsbad the words “NO DUMPING – I LIVE
DOWNSTREAM” (satisfactory to the City Engineer) stenciled across
the top of the catch basin inlet in 2 inch high letters using black epoxy
paint. The stencil shall be legible and maintained at all times.
Design and construct trash and waste storage areas to reduce
pollution introduction Site waste receptacles shall be emptied on a
weekly basis or more often if overflowing. Signage will be posted
that lids shall be kept closed at all times. Inspect the waste receptacle
area for any loose trash on the ground. Inspect for damage to the
structural elements of the waste receptacles.
Use efficient irrigation systems & landscape design, water
conservation, smart controllers, and source control
Irrigation shall be implemented as indicated on the City of Carlsbad’s
approved Landscape Plans and be consistent with the City of Carlsbad
Landscape Manual, Water Conservation Resolution or City
equivalent. Runoff from irrigation shall be kept to a minimum.
Staged irrigation cycles start within a time frame that least interferes
with the activities of the Community. “Low flow” heads shall be
incorporated to limit excess flow. Rain shutoff devices shall be used
to prevent irrigation during precipitation. Plants are grouped into
hydrozones based upon their water needs in order to minimize the
amounts of excess water flow. A designated representative of the
owner will be responsible for continual maintenance of landscaped
areas in a manner consistent with the local regulations.
The Owner through a
maintenance firm.
Responsibility
Contractors will continuously
maintain the site. Landscape
maintenance/management will
occur weekly.
Contractors will be
contracted with The Owner.
Daily and weekly basis.
The Owner through a
Replace/repair structural elements maintenance firm.
when needed.
Annually. Repair when needed.
Structural Source Control BMPs
Inspection
Procedures
The vendor/manufacturer for a
minimum period of one year, shall
maintain the system. After said first
year, the Owner through a
maintenance firm.
The vendor/manufacturer for a
minimum period of one year, shall
maintain the system. After said first
year, the Owner through a
maintenance firm.
Minimum of three times a year; prior to the
storm season, no later than September 30th
each year and after each storm event. Clean,
replace and repair media filtration elements as
needed. Minor maintenance which involves
inspection of the media filtration units and
removal of trash and debris should be performed
once per year and after major storm events. Major
maintenance which involves replacement of the
media filters shall occur once per year or in the
event of a chemical spill.
Media Filtration- FloGuard Perk Filter
System or equal, installed by construction
contractor in conjunction with the CUDO 2
stromwater storage system as a pretreatment
system prior to entering the infiltration portion
of the CUDO 2 system.
Person or Entity with Operation &
Maintenance Responsibility
Minimum of three times a year; prior to the
storm season, no later than September 30th
each year and after each storm event. Clean/Repair
structural elements when needed. Minor
maintenance which involves inspection of the
CUDO units and removal of trash and debris
should be performed once per year and after major
storm events. Major maintenance which involves
replacement and sediment removal should be
performed once per year or in the event of a
chemical spill. Once an understanding of site
characteristics have been established, major
maintenance frequency may be decreased to once
every two years.
Treatment BMPs
Implementation, Maintenance and Inspection
Frequency and Schedule
CUDO 2 Stormwater Storage Detention
Units
Installed by construction contractor during
construction and as indicated on the precise
grading plan and per CUDO specifications.
BMP Name and BMP Implementation,
Maintenance and Inspection
Procedures
PDP: 00-02/SP 144(H)
REQUIRED PERMITS
No permits are required for the implementation, operation and maintenance of the BMPs.
RECORD KEEPING
All records must be maintained for at least five (5) years and must be available for review upon request.
Appendix A
RECORD OF BMP IMPLEMENTATION, MAINTENANCE AND INSPECTION
Today’s Date: __________________________________________________________________________Name of Person Performing Activity:________________________________________________________
Signature:______________________________________________________________________________
BMP Name
Brief Description of Implementation,
Maintenance and Inspection Activity
Performed
Corrective actions needed: ________________None _______________________ As Noted Below.
1.
2.
3.
PDP: 00-02/SP 144(H)
APPENDIX B
Drainage Report/Verification Calculations, Backup Documentation
and Detail Drawings of the Treatment BMPs
Appendix B
HYDROLOGY REPORT
CARLSBAD
DESALINATION PLANT
Hydrology Report
for
Poseidon Resources Corporation
San Diego, CA 92101
September 2009
Prepared by:
Infrastructure Services Group
Irvine, CA 92618
(949) 727-7099
DISCUSSION
Purpose for Project
This hydrology report is for the Carlsbad 50-MGD Desalination Plant. The project site is
located in San Diego County, City of Carlsbad. The site is located on the grounds of the
Encina Power Station. The power station is bounded by the Pacific Ocean and Carlsbad
Boulevard to the west, the Carlsbad State Beach and Agua Hedionda Lagoon to the north,
the I-5 Freeway to the east, and Cannon Road, an SDG&E maintenance yard, and
adjacent residential areas to the south. Refer to Figure 1 and Figure 2 for the site and
vicinity maps, respectively. The existing runoff is typically surface flow through the site
or falls within containment berms for percolation and evaporation. The desalination
facility will have a capacity to deliver approximately 50 million gallons of drinking
(potable) water per day.
This report will present hydrology for the existing, interim and proposed conditions. The
proposed condition accounts for a 50-MGD Desalination Plant placed on the project site
along with associated improvements. The interim condition evaluates rough grading of
the site. The evaluated storm is the 10-year storm event, although the 100-year storm
event will also be analyzed for overflow design purposes. The report will evaluate the
following:
1. Determine the existing flowrate and volume of water for the site for a 10-year
storm event.
2. Determine the interim condition flowrate and volume of water for a 10-year storm
event.
3. Determine the proposed condition flowrate and volume of water for a 10-year
storm event.
4. Storage volume required to hold the 10-year storm event.
5. Calculate 100-year storm event overflow rates.
Hydrology Report
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Figure 1 – Site Map
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Figure 2 – Vicinity Map
Description of Watershed
Existing Condition
The existing site consists of tanks, pipes, containment berms, paving, vegetation
and other improvements related to the Encina Power Station. The site generally
slopes from the northeast to the southwest. The existing drainage is collected
within containment berms or drains into a local storm drain system that flows to
the Agua Hedionda Lagoon. An exhibit (Figure 3) showing the existing
conditions may be found at the end of this report.
Interim Condition
The interim condition consists of an excavation for a proposed underground tank
and a gently graded pad. Runoff from the gently sloping pad will be stored in an
adjacent bermed containment basin, similar to the existing condition. Water
entering the excavation for the underground tank will be either allowed to
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percolate into the ground or pumped into the above mentioned basin. An exhibit
(Figure 4) showing the interim conditions may be found at the end of this report.
Proposed Condition
The proposed site consists of a 50-MGD desalinization plant, paving, water tanks,
retaining walls and landscaping. The improvements will increase the amount of
impervious surfaces. An exhibit (Figure 5) showing the proposed conditions may
be found at the end of this report.
Methodology
The site hydrology was analyzed utilizing the Rational Method found in the San Diego
County Hydrology Manual, June 2003. The watershed for this project is less than 1
square mile so the Rational Method is acceptable for peak discharge calculations. The
volume of water capable of being stored in the adjacent bermed containment basin was
obtained utilizing AutoCAD Civil 3D 2008. A freeboard value was assumed to be 2 feet,
giving a maximum water surface elevation of 39 feet.
The various drainage areas and other pertinent hydrology data were determined utilizing
existing and proposed site data. All three development stage watershed geometric
information maps (Figures 3, 4, and 5) may be found later in this report. The proposed
condition was split into two subdrainage areas, Area A to the north and Area B to the
south, as indicated on the watershed geometric information map for the proposed
condition.
The development of the site results in an increase in the impervious area which will
increase runoff volumes and peak discharges. The excess peak storm volume from the
10-year, 6-hour duration storm will be contained on site through the use of underground
storage detention devices. Once in the detention devices, the water will infiltrate into the
ground. For storm events larger than 10 years, storm water from Area A and a portion of
Area B will exit the site and flow into the existing abandoned oil containment basin
where the water will percolate into the ground, similar to the existing condition. Excess
water leaving from Area B, not collected, will discharge into the existing drainage
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channel which flows into the Agua Hedionda Lagoon to the north, similar to the existing
condition.
A Microsoft Excel workbook was used in conjunction with the San Diego County
Hydrology Manual to model the watershed.
The point rainfall depths used for the analysis were obtained from the NOAA Atlas 2.
The isopluvials maps used may be found in the San Diego County Hydrology Manual
and are also attached at the end of this report as Figures 6 through 10. Intensity for the 6hour storm can be found using the equation I = 7.44 P6 D −0.645 where P6 is the 6-hour
storm rainfall amount and D is the duration in minutes. This equation only applies to the
6-hour storm. P6 should be between 45% and 65% of P24. If not, P6 can be adjusted before
applying to the equation. The rainfall distribution used for this analysis is the 24-hour
hypothetical distribution as described in the Hydrology Manual.
Descriptions of the soils present on the watershed are contained in the Hydrology
Manual. Based on those soil surveys, there is one type of soil in the watershed, Group
“B”.
Permanent vegetated areas have been classified as Open Brush, a “c” value of 0.25, and
paved areas, buildings, equipment and other similar objects have been considered as
impermeable, a “c” value of 0.90. A “c” value of 0.25 was used for the interim
development due to erosion control measures that will be used. These “c” values are from
the Hydrology Manual. The adjusted “c” values for the various watershed areas were
calculated using the method described in the Hydrology Manual.
Summary
Rational Method peak flows along with storm volumes are developed for three
conditions, as follows:
1. Pre-Development Condition
2. Interim Development Condition
3. Post-Development Condition
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All of the above models are prepared for the 10-year, 6-hour storm event.
Pre-development conditions are defined as those that existed at the time of
commencement of the study (July 2009). The post-development condition is based on the
assumptions that 1) the off-site watershed is assumed to match the pre-development
condition land-use; and 2) the on-site area is fully developed.
The results of the models are summarized in Table 1 below:
Table 1 – Rational Method Peak Flows and Peak Volumes
Model
Pre-Development
Area A
Area B
Area C
Total
Interim Development
Area A
Area B
Total
Post-Development
Area A
Area B
Total
10 – Year Storm Event
Peak Discharge
Volume
100 – Year Storm Event
Peak Discharge
Volume
4.84 cfs
5.89 cfs
4.47 cfs
15.20 cfs
5,663 cf
6,703 cf
4,985 cf
17,351 cf
6.73 cfs
8.18 cfs
6.21 cfs
21.12 cfs
7,865 cf
9,310 cf
6,923 cf
24,098 cf
4.09 cfs
4.24 cfs
8.33 cfs
6,994 cf
3,395 cf
10,389 cf
5.67 cfs
5.89 cfs
11.56 cfs
9,714 cf
4,715 cf
14,429 cf
12.03 cfs
6.28 cfs
18.31 cfs
18,445 cf
10,630 cf
29,075 cf
16.71 cfs
8.72 cfs
25.43 cf
25,618 cf
14,764 cf
40,382 cf
The volume of water storage available for the interim development is 161,480 cf, in the
existing offsite bermed containment basin, which is adequate to store the 10-year and
100-year events without any overtopping of the basin. A desilting trap is implemented to
convey the runoff from the site into the existing basin. The desilting trap size has been
calculated per the recommendations contained in the Caltrans Construction Site Best
Management Practices Manual, Sediment Trap SC-3.
For the post-development condition it is proposed to use an underground storage and
percolation system such as CUDO 4 Units manufactured by Cudo Stormwater Products,
Inc. (or equal). The proposed site is required to store approximately 11,725 cf (the
storage required to maintain the same runoff flows of the 10-year storm event for the preand post-development conditions). Each unit is capable of storing 30.8 cubic feet of water
and is 2 feet x 2 feet x 8 feet tall. A total of 11,725 cf of storage is provided through the
Hydrology Report
Page 6
9/11/2009
Tetra Tech, Inc.
units. This onsite underground storm water storage system is fully capable of collecting
and treating all flows produced by the 85th percentile storm (Calculations are provided in
Appendix 1). Inlet structures and pipes were sized using FlowMaster to convey the
resulting runoff of the 10-year storm event. The results can be found in Appendix 1.
Outlet structures and pipes are incorporated into the design to release the storm water to
the existing underground storm drain located in the access road. The outlet structure,
which has a crest height of six feet, was sized using FlowMaster (see Appendix 1). The
location and storage capacity of the units are indicated on the watershed geometric
information map (Figure 5) for the proposed condition.
In the event of a 100-year storm, the overflow will bypass the Cudo units. Excess water
from Area A will flow into the adjacent bermed containment basin. Excess water from
Area B will flow offsite.
REFERENCES
1.
County of San Diego, Department of Public Works, Flood Control Section, San
Diego County Hydrology Manual, June 2003.
2.
Lindeburg, M. R., Civil Engineering Reference Manual for the PE Exam, Eighth
Edition, 2001.
3.
U.S. Army Corps of Engineers and Dodson & Associates, ProHEC1 Program
Documentation, April, 1991.
4.
U.S. Army Corps of Engineers, HEC-HMS Version 2.2.2
Hydrology Report
Page 7
9/11/2009
Tetra Tech, Inc.
DECLARATION OF RESPONSIBLE CHARGE
I, HEREBY DECLARE THAT I AM THE CIVIL ENGINEER OF WORK FOR THIS PROJECT, THAT I HAVE EXCERISED
RESPONSIBLE CHARGE OVER THE DESIGN OF THE PROJECT AS DEFINED IN SECTION 6703 OF THE BUSINESS AND
PROFESSIONS CODE, AND THAT THE DESIGN IS CONSISTENT WITH CURRENT STANDARDS.
I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS AND SPECIFICATIONS BY THE CITY OF CARLSBAD IS
CONFINED TO A REVIEW ONLY AND DOES NOT RELIEVE ME, AS ENGINEER OF WORK, OF MY RESPONSIBILITIES FOR
PROJECT DESIGN.
ENGINEER OF WORK
TETRA TECH, INC.
16241 LAGUNA CANYON ROAD, SUITE 200
IRVINE, CA 92618
PHONE: (949) 727-7099
PROJECT NO. 134-10905-09004
CHRISTOPHER D. FUGITT, R.C.E. 66591
EXP. 6/30/10
DATE
Table 2 - Watershed Information using the Rational Method
Pre-Development
Area (sf), A
Adjusted Runoff Coefficient, cADJ
Watercourse Length (ft), L
Change in Elevation (ft), h
Duration (min), tc
6-hr Precipitation (in), P6
Intensity (in/hr), i
Flow Rate (cfs), Q
Flow Volume (cf), Vol
Intensity (in/hr), i
Flow Rate (cfs), Q
Flow Volume (cf), Vol
A
B
C
96,350
65,401
95,748
0.39
0.46
0.51
480
570
436
10
11
20.5
3.60
3.88
3.72
10 - Year Storm Event
1.8
3.0
5.86
5.59
5.74
4.84
5.89
4.47
5,663
6,703
4,985
100 - Year Storm Event
2.5
4.5
7.76
7.97
8.14
6.73
8.18
6.21
7,865
9,310
6,923
InterimDevelopment
A
186,504
0.25
672
6.5
7.00
B
90,521
0.25
455
43
2.16
Post-Development
A
152,752
0.80
634
8.5
5.90
1.8
3.0
1.8
3.0
3.82
4.09
6,994
8.16
4.24
3,395
4.26
12.03
18,445
2.5
4.5
5.30
5.67
9,714
B
105,792
0.67
695
7.5
6.89
3.86
6.28
10,630
2.5
4.5
11.33
5.89
4,715
5.92
16.71
25,618
5.36
8.72
14,764
APPENDIX 1
RATIONAL METHOD ANALYSIS
CALCULATIONS
CLIENT
PROJECT
DETAIL
Carlsbad Desalter
Pre-Dev. Hydrology - 10 Yr Event
Intensity is based on San Diego County Hydrology Manual, June 2003
I = 7.44 P6D-0.645
Link
I = Intensity (in/hr)
P6 = 6-Hour Precipitation (in)
P6
1.80
= 1.80
=
=
P24 = 24-Hour Precipitation (in) = 3.00
P24
3.00
Drainage
Area
A
B
C
Total Area Permeable Impervious
(SF)
Area (SF)
Area (SF)
95,748
74,186
21,341
96,350
64,661
31,692
65,401
38,834
26,135
257,499
c = 0.25
L = Watercourse Length =
Change in Elevation =
11.9L3
D = Duration (tc) =
(
)
E
JOB NO.
Poseidon
60%
DATE CHECKED
CHECKED BY
8/3/2009
JED
Duration
(tc) (Min)
3.88
3.72
3.60
Intensity
5.59
5.74
5.86
Isopluvial (Inches)
Isopluvial (Inches)
=
=
3.0
1.8
Permeable Areas
c = 0.25
From Table 3-1 of the San Diego County Hydrology Manual, Group B Soils, Permanent Open Space
Soils Data taken from Appendix A of the San Diego County Hydrology Manual
Impervious Areas
c = 0.90
From Section 3.1.2 of the San Diego County Hydrology Manual, Impervious Areas
Adjusted c value:
Impervious
Area
0.90 x
+ 0.25 x
c =
Total Area
Peak Discharge
Q= c i A
COMPUTED BY
1
7/31/2009
CDF
Peak Discharge, Runoff Volume,
Q (cfs)
VOL (acre-inch)
4.84
1.56
5.89
1.85
4.47
1.37
Drainage
Area
A
B
C
Total:
I = 7.44P6D-0.645
Storm Volume
VOL = c P6 A
DATE
OF
c = 0.90
0.385
10 Year Rainfall Event - 24 Hours
1
P6/P24 needs to be between 45% to 65% of the 24 hr
precipitation.
Watercourse Change in Elev.,
Length,L (FT)
E (FT)
480
11
570
20.5
436
10
Adjusted c
0.39
0.46
0.51
PAGE
Pervious Area
6-Hour Precipitation
Eq. 6-1 San Diego Hydrology Manual
Runoff Volume,
VOL (cf)
5,663
6,703
4,985
17,351
CLIENT
JOB NO.
Poseidon
PROJECT
Carlsbad Desalter
DETAIL
Interim-Dev. Hydrology 10-Yr Event
I = 7.44 P6D-0.645
Link
P6
1.80
= 1.80
=
=
60%
3.00
P24
Drainage
Area
A
B
Total Area
(SF)
Adjusted c
186,504
0.25
90,521
0.25
277,025
c = 0.25
11.9L3
D = Duration (tc) =
(
)
E
Watercourse
Length,L (FT)
672
455
Change in Elev.,
E (FT)
6.5
43
DATE CHECKED
CHECKED BY
8/3/2009
JED
Isopluvial (Inches)
Isopluvial (Inches)
=
=
Storm Volume
VOL = c P6 A
Peak Discharge
Q= c i A
COMPUTED BY
Q (cfs)
VOL (acre-inch)
4.09
1.93
4.24
0.94
Drainage
Area
A
B
Runoff Volume,
VOL (cf)
6,994
3,395
3.0
1.8
Permeable Areas
c = 0.25
Impervious Areas
c = 0.90
Pervious Area
DATE
Intensity
3.82
8.16
I = 7.44P6D-0.645
Adjusted c value:
Impervious
0.90 x
+ 0.25 x
Area
c =
Total Area
1
precipitation.
c = 0.90
0.385
Duration (tc)
(Min)
7.00
2.16
PAGE
OF
1
7/31/2009
CDF
CLIENT
PROJECT
DETAIL
JOB NO.
Poseidon
Carlsbad Desalter
DATE CHECKED
CHECKED BY
Interim-Dev. Hydrology 10-Yr Event (Drainage Area A)
Rational Method Hydrograph Calculations
Q10 =
4.09
cfs
TC =
7.00
min
P6 =
C=
A=
1.8
0.25
186,504
in
sf
-0.645
I = 7.44 x P6 x D
IxD
Vol =
60
Vol = V1 - V0
I (incr) = V/ t
Q = ciA
D
(min)
0
I
(in/hr)
0.00
Vol
(in)
0.00
Vol
(in)
0.51
I (incr)
(in/hr)
3.03
10
20
30
40
50
60
70
80
90
100
110
120
130
140
150
160
170
180
190
200
210
220
230
240
250
260
270
280
290
300
310
320
330
340
350
360
3.03
1.94
1.49
1.24
1.07
0.95
0.86
0.79
0.74
0.69
0.65
0.61
0.58
0.55
0.53
0.51
0.49
0.47
0.45
0.44
0.43
0.41
0.40
0.39
0.38
0.37
0.36
0.35
0.35
0.34
0.33
0.32
0.32
0.31
0.31
0.30
0.51
0.65
0.75
0.83
0.90
0.95
1.01
1.06
1.10
1.14
1.18
1.22
1.26
1.29
1.32
1.35
1.38
1.41
1.44
1.46
1.49
1.51
1.54
1.56
1.58
1.61
1.63
1.65
1.67
1.69
1.71
1.73
1.75
1.77
1.79
1.80
0.14
0.10
0.08
0.07
0.06
0.05
0.05
0.05
0.04
0.04
0.04
0.04
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.00
0.85
0.60
0.48
0.41
0.36
0.32
0.29
0.27
0.25
0.24
0.22
0.21
0.20
0.19
0.18
0.18
0.17
0.16
0.16
0.15
0.15
0.14
0.14
0.14
0.13
0.13
0.13
0.12
0.12
0.12
0.12
0.11
0.11
0.11
0.11
0.00
Q
(cfs)
3.27
Vol
(cf)
1964
0.91
0.65
0.52
0.44
0.39
0.35
0.32
0.29
0.27
0.26
0.24
0.23
0.22
0.21
0.20
0.19
0.18
0.18
0.17
0.17
0.16
0.16
0.15
0.15
0.14
0.14
0.14
0.13
0.13
0.13
0.13
0.12
0.12
0.12
0.12
0.00
SUM =
548
389
312
265
233
209
190
175
163
153
144
137
130
124
119
114
110
106
103
99
96
94
91
89
86
84
82
80
79
77
75
74
72
71
70
0
7009
0.16
Check:
OK
cubic feet
acre-feet
V = c x A x P6
V = 0.16 acre-feet
PAGE
9/8/2009
JED
1
DATE
COMPUTED BY
OF
1
9/8/2009
CDF
CLIENT
PROJECT
DETAIL
JOB NO.
Poseidon
DATE CHECKED
Carlsbad Desalter
CHECKED BY
Interim-Dev. Hydrology 10-Yr Event (Drainage Area B)
Q10 =
4.24
cfs
TC =
2.16
min
P6 =
C=
A=
1.8
0.25
90,521
in
sf
I = 7.44 x P6 x D-0.645
IxD
Vol =
60
Vol = V1 - V0
I (incr) = V/ t
Q = ciA
D
(min)
0
I
(in/hr)
0.00
Vol
(in)
0.00
Vol
(in)
0.51
I (incr)
(in/hr)
3.03
10
20
30
40
50
60
70
80
90
100
110
120
130
140
150
160
170
180
190
200
210
220
230
240
250
260
270
280
290
300
310
320
330
340
350
360
3.03
1.94
1.49
1.24
1.07
0.95
0.86
0.79
0.74
0.69
0.65
0.61
0.58
0.55
0.53
0.51
0.49
0.47
0.45
0.44
0.43
0.41
0.40
0.39
0.38
0.37
0.36
0.35
0.35
0.34
0.33
0.32
0.32
0.31
0.31
0.30
0.51
0.65
0.75
0.83
0.90
0.95
1.01
1.06
1.10
1.14
1.18
1.22
1.26
1.29
1.32
1.35
1.38
1.41
1.44
1.46
1.49
1.51
1.54
1.56
1.58
1.61
1.63
1.65
1.67
1.69
1.71
1.73
1.75
1.77
1.79
1.80
0.14
0.10
0.08
0.07
0.06
0.05
0.05
0.05
0.04
0.04
0.04
0.04
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.00
0.85
0.60
0.48
0.41
0.36
0.32
0.29
0.27
0.25
0.24
0.22
0.21
0.20
0.19
0.18
0.18
0.17
0.16
0.16
0.15
0.15
0.14
0.14
0.14
0.13
0.13
0.13
0.12
0.12
0.12
0.12
0.11
0.11
0.11
0.11
0.00
Q
(cfs)
1.59
Vol
(cf)
953
0.44
0.31
0.25
0.21
0.19
0.17
0.15
0.14
0.13
0.12
0.12
0.11
0.11
0.10
0.10
0.09
0.09
0.09
0.08
0.08
0.08
0.08
0.07
0.07
0.07
0.07
0.07
0.07
0.06
0.06
0.06
0.06
0.06
0.06
0.06
0.00
SUM =
266
189
151
129
113
101
92
85
79
74
70
66
63
60
58
55
53
52
50
48
47
45
44
43
42
41
40
39
38
37
37
36
35
34
34
0
3402
0.08
Check:
OK
cubic feet
acre-feet
V = c x A x P6
V = 0.08 acre-feet
PAGE
9/8/2009
JED
1
DATE
COMPUTED BY
OF
1
9/8/2009
CDF
CLIENT
PROJECT
DETAIL
JOB NO.
Poseidon
PAGE
DATE CHECKED
Carlsbad Desalter
9/8/2009
CHECKED BY
1
DATE
OF
9/8/2009
COMPUTED BY
JED
1
CDF
Rational Method Hydrograph
from San Diego County RATHYDRO Program
Area A
Area B
D
(min)
0
7
14
Q
(cfs)
0
0.1
0.1
D
(min)
0
5
10
Q
(cfs)
0
0.1
0.1
D
(min)
330
335
340
Q
(cfs)
0.1
0.1
0.1
21
28
35
42
49
56
63
70
77
84
91
98
105
112
119
126
133
140
147
154
161
168
175
182
189
196
203
210
217
224
231
238
245
252
259
266
273
280
287
294
301
308
315
322
329
336
343
350
357
364
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.3
0.3
0.3
0.3
0.4
0.4
0.5
0.6
0.8
1.1
4.09
0.6
0.4
0.3
0.3
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.1
0.1
0.1
0.1
0.1
0
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
105
110
115
120
125
130
135
140
145
150
155
160
165
170
175
180
185
190
195
200
205
210
215
220
225
230
235
240
245
250
255
260
265
270
275
280
285
290
295
300
305
310
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.2
0.2
0.2
0.2
0.2
0.2
0.3
0.3
0.5
1.1
4.24
0.4
0.3
0.2
0.2
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
345
350
355
360
365
0.1
0.1
0.1
0.1
0
Area A
4.5
4
Flow Rate (cfs)
3.5
3
2.5
2
1.5
1
0.5
0
0
50
100
150
200
250
300
350
400
250
300
350
400
Time (min)
Area B
4.5
4
Flow Rate (cfs)
3.5
3
2.5
2
1.5
1
0.5
0
0
50
100
150
200
Time (min)
CLIENT
PROJECT
DETAIL
Drainage
Area
A
B
Post-Dev. Hydrology - 10 Yr Event
Area (SF)
(SF)
Area (SF)
21,221
130,733
152,752
38,467
105,792
68,054
258,544
c = 0.25
11.9L3
D = Duration (tc) =
)
(
E
60%
CHECKED BY
8/3/2009
JED
DATE
OF
1
7/31/2009
COMPUTED BY
CDF
Duration
(tc) (Min)
5.90
6.89
Intensity
4.26
3.86
VOL (acre-inch)
Q (cfs)
5.08
12.03
2.93
6.28
c = 0.90
Drainage
Area
A
B
Runoff Volume,
VOL (cf)
18,445
10,630
CUDO 2 Units,
EA
317
130
CUDO Units
Volume, CF
9,764
4,004
CUDO Units
Area, SF
1,268
520
13,768
Check-OK
29,075
Isopluvial (Inches)
Isopluvial (Inches)
=
=
I = 7.44P6D-0.645
3.0
1.8
Required Runoff Volume:
Post Dev.
29,075
Permeable Areas
c = 0.25
Impervious Areas
c = 0.90
Adjusted c value:
Impervious
0.90 x
Area
+ 0.25 x
c =
Total Area
Storm Volume
VOL = c P6 A
1
precipitation.
Length,L (FT)
E (FT)
8.5
634
7.5
695
Adjusted c
0.80
0.67
0.385
DATE CHECKED
Carlsbad Desalter
I = 7.44 P6D-0.645
Link
= 1.80
P6
1.80
=
=
3.00
P24
PAGE
JOB NO.
Poseidon
Pervious Area
Peak Discharge
Q= c i A
CUDO 2 Units are manufactured by Cudo Stormwater Products, Inc. and are capable of storing 30.8 CF of water per unit.
CUDO 2 Dimensions are 2 ft. x 2 ft. x 8 ft tall.
-
Pre Dev.
17,351
=
11,724
CLIENT
PROJECT
DETAIL
JOB NO.
Poseidon
Carlsbad Desalter
DATE CHECKED
CHECKED BY
Post-Dev. Hydrology 10-Yr Event (Drainage Area A)
Q10 =
12.03
cfs
TC =
5.90
min
P6 =
C=
A=
1.8
0.8
152,752
in
sf
I = 7.44 x P6 x D-0.645
IxD
Vol =
60
Vol = V1 - V0
I (incr) = V/ t
Q = ciA
D
(min)
0
I
(in/hr)
0.00
Vol
(in)
0.00
Vol
(in)
0.51
I (incr)
(in/hr)
3.03
10
20
30
40
50
60
70
80
90
100
110
120
130
140
150
160
170
180
190
200
210
220
230
240
250
260
270
280
290
300
310
320
330
340
350
360
3.03
1.94
1.49
1.24
1.07
0.95
0.86
0.79
0.74
0.69
0.65
0.61
0.58
0.55
0.53
0.51
0.49
0.47
0.45
0.44
0.43
0.41
0.40
0.39
0.38
0.37
0.36
0.35
0.35
0.34
0.33
0.32
0.32
0.31
0.31
0.30
0.51
0.65
0.75
0.83
0.90
0.95
1.01
1.06
1.10
1.14
1.18
1.22
1.26
1.29
1.32
1.35
1.38
1.41
1.44
1.46
1.49
1.51
1.54
1.56
1.58
1.61
1.63
1.65
1.67
1.69
1.71
1.73
1.75
1.77
1.79
1.80
0.14
0.10
0.08
0.07
0.06
0.05
0.05
0.05
0.04
0.04
0.04
0.04
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.00
0.85
0.60
0.48
0.41
0.36
0.32
0.29
0.27
0.25
0.24
0.22
0.21
0.20
0.19
0.18
0.18
0.17
0.16
0.16
0.15
0.15
0.14
0.14
0.14
0.13
0.13
0.13
0.12
0.12
0.12
0.12
0.11
0.11
0.11
0.11
0.00
Q
(cfs)
8.58
Vol
(cf)
5147
2.39
1.70
1.36
1.16
1.02
0.91
0.83
0.77
0.71
0.67
0.63
0.60
0.57
0.54
0.52
0.50
0.48
0.46
0.45
0.43
0.42
0.41
0.40
0.39
0.38
0.37
0.36
0.35
0.34
0.34
0.33
0.32
0.32
0.31
0.30
0.00
SUM =
1436
1019
817
694
609
547
499
460
428
401
378
358
341
326
312
300
288
278
269
260
253
245
239
232
226
221
216
211
206
202
197
193
190
186
183
0
18369
0.42
Check:
OK
cubic feet
acre-feet
V = c x A x P6
V = 0.42 acre-feet
PAGE
9/8/2009
JED
1
DATE
COMPUTED BY
OF
1
9/8/2009
CDF
CLIENT
PROJECT
DETAIL
JOB NO.
Poseidon
Carlsbad Desalter
DATE CHECKED
CHECKED BY
Post-Dev. Hydrology 10-Yr Event (Drainage Area B)
Q10 =
6.28
cfs
TC =
6.89
min
P6 =
C=
A=
1.8
0.67
105,792
in
sf
I = 7.44 x P6 x D-0.645
IxD
Vol =
60
Vol = V1 - V0
I (incr) = V/ t
Q = ciA
D
(min)
0
I
(in/hr)
0.00
Vol
(in)
0.00
Vol
(in)
0.51
I (incr)
(in/hr)
3.03
10
20
30
40
50
60
70
80
90
100
110
120
130
140
150
160
170
180
190
200
210
220
230
240
250
260
270
280
290
300
310
320
330
340
350
360
3.03
1.94
1.49
1.24
1.07
0.95
0.86
0.79
0.74
0.69
0.65
0.61
0.58
0.55
0.53
0.51
0.49
0.47
0.45
0.44
0.43
0.41
0.40
0.39
0.38
0.37
0.36
0.35
0.35
0.34
0.33
0.32
0.32
0.31
0.31
0.30
0.51
0.65
0.75
0.83
0.90
0.95
1.01
1.06
1.10
1.14
1.18
1.22
1.26
1.29
1.32
1.35
1.38
1.41
1.44
1.46
1.49
1.51
1.54
1.56
1.58
1.61
1.63
1.65
1.67
1.69
1.71
1.73
1.75
1.77
1.79
1.80
0.14
0.10
0.08
0.07
0.06
0.05
0.05
0.05
0.04
0.04
0.04
0.04
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.02
0.00
0.85
0.60
0.48
0.41
0.36
0.32
0.29
0.27
0.25
0.24
0.22
0.21
0.20
0.19
0.18
0.18
0.17
0.16
0.16
0.15
0.15
0.14
0.14
0.14
0.13
0.13
0.13
0.12
0.12
0.12
0.12
0.11
0.11
0.11
0.11
0.00
Q
(cfs)
4.98
Vol
(cf)
2986
1.39
0.99
0.79
0.67
0.59
0.53
0.48
0.44
0.41
0.39
0.37
0.35
0.33
0.31
0.30
0.29
0.28
0.27
0.26
0.25
0.24
0.24
0.23
0.22
0.22
0.21
0.21
0.20
0.20
0.19
0.19
0.19
0.18
0.18
0.18
0.00
SUM =
833
591
474
403
353
317
289
267
248
233
219
208
198
189
181
174
167
161
156
151
147
142
138
135
131
128
125
122
119
117
115
112
110
108
106
0
10654
0.25
Check:
OK
cubic feet
acre-feet
V = c x A x P6
V = 0.24 acre-feet
PAGE
9/8/2009
JED
1
DATE
COMPUTED BY
OF
1
9/8/2009
CDF
CLIENT
PROJECT
DETAIL
JOB NO.
Poseidon
Carlsbad Desalter
Post-Dev. Hydrology 10-Yr Event
from San Diego County RATHYDRO Program
Area A
PAGE
DATE CHECKED
CHECKED BY
9/8/2009
1
OF
DATE
9/8/2009
COMPUTED BY
JED
Unit Hydrograph
from Eq. 4-10 of the SD County Hydrology Manual
Area B
D
Q
D
Q
(min)
0
6
12
(cfs)
0
0.3
0.3
(min)
0
7
14
(cfs)
0
0.2
0.2
18
24
30
0.3
0.3
0.3
21
28
35
0.2
0.2
0.2
Area A
Tr = 411
Tr = 1.67Tp
36
0.3
42
0.2
qp = 7.81
42
48
54
60
66
72
78
84
90
96
102
108
114
120
126
132
138
144
150
156
162
168
174
180
186
192
198
204
210
216
222
228
234
240
246
252
258
264
270
276
282
288
294
300
306
312
318
324
330
336
342
348
354
360
366
0.3
0.3
0.3
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.5
0.5
0.5
0.5
0.5
0.5
0.6
0.7
0.7
0.7
0.7
0.7
0.8
0.9
0.9
1.1
1.1
1.4
1.6
2.3
3.1
12.03
1.9
1.3
1.0
0.8
0.7
0.6
0.6
0.5
0.5
0.5
0.4
0.4
0.4
0.4
0.4
0.3
0.3
0.3
0.3
0
49
56
63
70
77
84
91
98
105
112
119
126
133
140
147
154
161
168
175
182
189
196
203
210
217
224
231
238
245
252
259
266
273
280
287
294
301
308
315
322
329
336
343
350
357
364
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.3
0.3
0.3
0.3
0.3
0.3
0.3
0.3
0.4
0.4
0.4
0.5
0.5
0.6
0.6
0.7
0.8
1.2
1.7
6.28
1.0
0.7
0.5
0.4
0.4
0.3
0.3
0.3
0.3
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0
qp = KAQa/Tp
K = 484
A in square miles
Tp in hours
min
cfs
Area B
Tr = 409
qp = 2.83
min
cfs
Flow Rate (cfs)
Area A
9
8
7
6
5
4
3
2
1
0
0
411
822
Time (min)
Area B
3
Flow Rate (cf)
2.5
2
1.5
1
0.5
0
0
409
Time (min)
1
818
CDF
CLIENT
Poseidon
PROJECT
DETAIL
Peak Reservoir Storage:
Inflow
(cfs)
0.00
0.02
0.04
0.06
0.08
0.10
0.11
0.13
0.15
0.17
0.19
0.21
0.23
0.25
0.27
0.29
0.30
0.32
0.34
0.36
0.38
0.40
0.42
0.44
0.46
0.48
0.49
0.51
0.53
0.55
0.57
0.59
0.61
0.63
0.65
0.67
0.68
0.70
0.72
0.74
0.76
0.78
0.80
0.82
0.84
0.86
0.87
0.89
0.91
0.93
0.95
0.97
0.99
1.01
1.03
1.05
1.06
1.08
1.10
1.12
1.14
1.16
1.18
8,636 cf
Reservoir Area:
Area A
Duration
(min)
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
Carlsbad Desalter
JOB NO.
PAGE
DATE CHECKED
CHECKED BY
Peak Reservoir Storage:
1,268 SF
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
0.00
0.00
1.14
0.00
3.42
0.00
6.84
0.01
11.40
0.01
17.10
0.01
23.94
0.02
31.92
0.03
41.05
0.03
51.31
0.04
62.71
0.05
75.25
0.06
88.93
0.07
103.75
0.09
119.72
0.10
136.82
0.11
155.06
0.13
174.44
0.14
194.96
0.16
216.63
0.18
239.43
0.20
263.37
0.22
288.46
0.24
314.68
0.26
342.04
0.28
370.55
0.31
400.19
0.33
430.98
0.36
462.90
0.38
495.96
0.41
530.17
0.44
565.51
0.47
602.00
0.50
639.62
0.53
678.39
0.56
718.29
0.60
759.34
0.63
801.52
0.67
844.85
0.70
889.31
0.74
934.92
0.78
981.67
0.81
1029.55
0.85
1078.58
0.90
1128.74
0.94
1180.05
0.98
1232.50
1.02
1286.08
1.07
1340.81
1.11
1396.68
1.16
1453.69
1.21
1511.83
1.26
1571.12
1.30
1631.55
1.35
1693.12
1.41
1755.82
1.46
1819.67
1.51
1884.66
1.56
1950.79
1.62
2018.06
1.68
2086.47
1.73
2156.02
1.79
2226.71
1.85
9/8/2009
JED
Inflow
(cfs)
0.00
0.01
0.01
0.02
0.03
0.03
0.04
0.05
0.06
0.06
0.07
0.08
0.08
0.09
0.10
0.10
0.11
0.12
0.12
0.13
0.14
0.15
0.15
0.16
0.17
0.17
0.18
0.19
0.19
0.20
0.21
0.21
0.22
0.23
0.24
0.24
0.25
0.26
0.26
0.27
0.28
0.28
0.29
0.30
0.30
0.31
0.32
0.33
0.33
0.34
0.35
0.35
0.36
0.37
0.37
0.38
0.39
0.39
0.40
0.41
0.42
0.42
0.43
DATE
OF
11
9/8/2009
COMPUTED BY
Required Storage:
Total Storage:
3,258 cf
Reservoir Area:
Area B
Outflow
Duration
(cfs)
(min)
0.00
0
0.00
1
0.00
2
0.00
3
0.00
4
0.00
5
6
0.00
7
0.00
8
0.00
9
0.00
0.00
10
11
0.00
12
0.00
13
0.00
0.00
14
0.00
15
0.00
16
0.00
17
0.00
18
0.00
19
20
0.00
21
0.00
22
0.00
23
0.00
24
0.00
25
0.00
26
0.00
27
0.00
28
0.00
29
0.00
30
0.00
31
0.00
32
0.00
33
0.00
34
0.00
35
0.00
36
0.00
37
0.00
38
0.00
39
0.00
40
0.00
41
0.00
42
0.00
43
0.00
44
0.00
45
0.00
46
0.00
47
0.00
48
0.00
49
0.00
50
0.00
51
0.00
52
0.00
53
0.00
54
0.00
55
0.00
56
0.00
57
0.00
58
0.00
59
0.00
60
0.00
61
0.00
62
0.00
Page 1 of 11
1
CDF
11,724
11,894
Check: OK
520 SF
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
0.00
0.00
0.42
0.00
1.25
0.00
2.49
0.01
4.15
0.01
6.23
0.01
8.72
0.02
11.62
0.02
14.95
0.03
18.68
0.04
22.83
0.05
27.40
0.06
32.38
0.07
37.78
0.08
43.59
0.09
49.82
0.10
56.46
0.11
63.52
0.13
70.99
0.14
78.88
0.16
87.18
0.18
95.90
0.19
105.04
0.21
114.58
0.23
124.55
0.25
134.93
0.27
145.72
0.29
156.93
0.32
168.55
0.34
180.59
0.37
193.05
0.39
205.92
0.42
219.20
0.44
232.90
0.47
247.02
0.50
261.55
0.53
276.50
0.56
291.86
0.59
307.63
0.62
323.82
0.66
340.43
0.69
357.45
0.72
374.89
0.76
392.74
0.80
411.01
0.83
429.69
0.87
448.79
0.91
468.30
0.95
488.23
0.99
508.57
1.03
529.33
1.07
550.50
1.11
572.09
1.16
594.09
1.20
616.51
1.25
639.34
1.29
662.59
1.34
686.26
1.39
710.34
1.44
734.83
1.49
759.74
1.54
785.07
1.59
810.81
1.64
Outflow
(cfs)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Area A
Duration
(min)
63
64
65
66
67
68
69
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
96
97
98
99
100
101
102
103
104
105
106
107
108
109
110
111
112
113
114
115
116
117
118
119
120
121
122
123
124
125
126
127
128
129
130
131
132
133
134
135
136
137
138
Inflow
(cfs)
1.20
1.22
1.24
1.25
1.27
1.29
1.31
1.33
1.35
1.37
1.39
1.41
1.43
1.44
1.46
1.48
1.50
1.52
1.54
1.56
1.58
1.60
1.62
1.63
1.65
1.67
1.69
1.71
1.73
1.75
1.77
1.79
1.81
1.82
1.84
1.86
1.88
1.90
1.92
1.94
1.96
1.98
2.00
2.01
2.03
2.05
2.07
2.09
2.11
2.13
2.15
2.17
2.19
2.20
2.22
2.24
2.26
2.28
2.30
2.32
2.34
2.36
2.38
2.39
2.41
2.43
2.45
2.47
2.49
2.51
2.53
2.55
2.57
2.58
2.60
2.62
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
2298.53
1.91
2371.50
1.97
2445.61
2.03
2520.86
2.09
2597.25
2.16
2674.78
2.22
2753.45
2.29
2833.26
2.35
2914.21
2.42
2996.30
2.49
3079.53
2.56
3163.91
2.63
3249.42
2.70
3336.07
2.77
3423.86
2.84
3512.79
2.92
3602.86
2.99
3694.07
3.07
3786.42
3.14
3879.92
3.22
3974.55
3.30
4070.32
3.38
4167.23
3.46
4265.29
3.54
4364.48
3.62
4464.81
3.71
4566.28
3.79
4668.90
3.88
4772.65
3.96
4877.54
4.05
4983.58
4.14
5090.75
4.23
5199.07
4.32
5308.52
4.41
5419.11
4.50
5530.85
4.59
5643.72
4.69
5757.74
4.78
5872.89
4.88
5989.19
4.97
6106.62
5.07
6225.20
5.17
6344.91
5.27
6465.77
5.37
6587.76
5.47
6710.90
5.57
6835.18
5.67
6960.59
5.78
7087.15
5.88
7214.84
5.99
7343.68
6.10
7467.66
6.20
7569.97
6.28
7646.43
6.35
7704.23
6.40
7746.36
6.43
7777.64
6.46
7800.46
6.48
7817.22
6.49
7829.72
6.50
7839.75
6.51
7847.33
6.51
7853.65
6.52
7858.71
6.52
7863.71
6.53
7867.45
6.53
7871.12
6.53
7875.34
6.54
7878.90
6.54
7882.40
6.54
7885.84
6.55
7889.22
6.55
7892.54
6.55
7895.80
6.55
7899.60
6.56
7902.74
6.56
Area B
Outflow
Duration
(cfs)
(min)
0.00
63
0.00
64
0.00
65
0.00
66
0.00
67
0.00
68
0.00
69
0.00
70
0.00
71
0.00
72
0.00
73
0.00
74
0.00
75
0.00
76
0.00
77
0.00
78
0.00
79
0.00
80
0.00
81
0.00
82
0.00
83
0.00
84
0.00
85
0.00
86
0.00
87
0.00
88
0.00
89
0.00
90
0.00
91
0.00
92
0.00
93
0.00
94
0.00
95
0.00
96
0.00
97
0.00
98
0.00
99
0.00
100
0.00
101
0.00
102
0.00
103
0.00
104
0.00
105
0.00
106
0.00
107
0.00
108
0.00
109
0.00
110
0.00
111
0.00
112
0.10
113
0.48
114
0.93
115
1.26
116
1.54
117
1.74
118
1.90
119
2.02
120
2.11
121
2.17
122
2.23
123
2.27
124
2.31
125
2.33
126
2.37
127
2.39
128
2.40
129
2.43
130
2.45
131
2.47
132
2.49
133
2.51
134
2.53
135
136
2.54
2.57
137
2.58
138
Page 2 of 11
Inflow
(cfs)
0.44
0.44
0.45
0.46
0.46
0.47
0.48
0.48
0.49
0.50
0.51
0.51
0.52
0.53
0.53
0.54
0.55
0.55
0.56
0.57
0.57
0.58
0.59
0.60
0.60
0.61
0.62
0.62
0.63
0.64
0.64
0.65
0.66
0.66
0.67
0.68
0.69
0.69
0.70
0.71
0.71
0.72
0.73
0.73
0.74
0.75
0.75
0.76
0.77
0.77
0.78
0.79
0.80
0.80
0.81
0.82
0.82
0.83
0.84
0.84
0.85
0.86
0.86
0.87
0.88
0.89
0.89
0.90
0.91
0.91
0.92
0.93
0.93
0.94
0.95
0.95
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
836.96
1.69
863.53
1.75
890.52
1.80
917.92
1.86
945.73
1.91
973.96
1.97
1002.61
2.03
1031.67
2.09
1061.15
2.15
1091.04
2.21
1121.34
2.27
1152.07
2.33
1183.20
2.40
1214.76
2.46
1246.72
2.52
1279.10
2.59
1311.90
2.66
1345.11
2.72
1378.74
2.79
1412.79
2.86
1447.24
2.93
1482.12
3.00
1517.41
3.07
1553.11
3.14
1589.23
3.22
1625.76
3.29
1662.71
3.37
1700.08
3.44
1737.86
3.52
1776.05
3.60
1814.66
3.67
1853.68
3.75
1893.12
3.83
1932.98
3.91
1973.25
3.99
2013.94
4.08
2055.04
4.16
2096.55
4.24
2138.48
4.33
2180.83
4.41
2223.59
4.50
2266.77
4.59
2310.36
4.68
2354.37
4.77
2398.79
4.86
2443.63
4.95
2488.88
5.04
2534.55
5.13
2580.63
5.22
2627.13
5.32
2674.04
5.41
2721.37
5.51
2769.11
5.61
2817.27
5.70
2865.84
5.80
2914.83
5.90
2964.23
6.00
3014.05
6.10
3058.29
6.19
3080.14
6.24
3091.60
6.26
3094.48
6.26
3097.78
6.27
3101.49
6.28
3105.61
6.29
3102.95
6.28
3107.91
6.29
3106.08
6.29
3104.66
6.28
3103.67
6.28
3110.28
6.30
3108.31
6.29
3108.56
6.29
3109.22
6.29
3110.30
6.30
3109.99
6.30
Outflow
(cfs)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.10
0.48
0.66
0.81
0.81
0.81
0.81
0.93
0.81
0.93
0.93
0.93
0.81
0.96
0.93
0.93
0.93
0.96
0.96
Area A
Duration
(min)
139
140
141
142
143
144
145
146
147
148
149
150
151
152
153
154
155
156
157
158
159
160
161
162
163
164
165
166
167
168
169
170
171
172
173
174
175
176
177
178
179
180
181
182
183
184
185
186
187
188
189
190
191
192
193
194
195
196
197
198
199
200
201
202
203
204
205
206
207
208
209
210
211
212
213
214
Inflow
(cfs)
2.64
2.66
2.68
2.70
2.72
2.74
2.76
2.77
2.79
2.81
2.83
2.85
2.87
2.89
2.91
2.93
2.95
2.96
2.98
3.00
3.02
3.04
3.06
3.08
3.10
3.12
3.14
3.15
3.17
3.19
3.21
3.23
3.25
3.27
3.29
3.31
3.33
3.34
3.36
3.38
3.40
3.42
3.44
3.46
3.48
3.50
3.52
3.53
3.55
3.57
3.59
3.61
3.63
3.65
3.67
3.69
3.71
3.72
3.74
3.76
3.78
3.80
3.82
3.84
3.86
3.88
3.90
3.91
3.93
3.95
3.97
3.99
4.01
4.03
4.05
4.07
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
7906.42
6.56
7909.44
6.57
7913.00
6.57
7915.90
6.57
7919.34
6.57
7922.72
6.58
7925.45
6.58
7928.71
6.58
7931.91
6.58
7935.05
6.59
7938.73
6.59
7941.75
6.59
7945.32
6.60
7949.42
6.60
7954.66
6.60
7961.04
6.61
7966.16
6.61
7968.83
6.62
7971.43
6.62
7972.77
6.62
7974.66
6.62
7977.68
6.62
7981.24
6.63
7983.55
6.63
7986.99
6.63
7989.78
6.63
7993.70
6.64
7996.36
6.64
7998.97
6.64
8002.71
6.64
8005.80
6.65
8008.22
6.65
8011.79
6.65
8015.89
6.65
8018.74
6.66
8021.52
6.66
8024.25
6.66
8026.91
6.66
8030.72
6.67
8033.27
6.67
8035.75
6.67
8039.38
6.67
8041.74
6.68
8045.25
6.68
8048.10
6.68
8052.08
6.68
8054.81
6.69
8057.48
6.69
8060.09
6.69
8063.83
6.69
8066.32
6.70
8069.35
6.70
8071.72
6.70
8075.22
6.70
8079.27
6.71
8081.46
6.71
8084.19
6.71
8086.86
6.71
8089.47
6.72
8093.22
6.72
8095.71
6.72
8098.13
6.72
8101.70
6.73
8104.61
6.73
8106.86
6.73
8110.25
6.73
8114.18
6.74
8116.85
6.74
8119.46
6.74
8122.01
6.74
8124.50
6.74
8128.13
6.75
8130.51
6.75
8132.82
6.75
8136.27
6.75
8139.06
6.76
Area B
Outflow
Duration
(cfs)
(min)
2.61
139
2.62
140
2.65
141
2.66
142
2.68
143
2.71
144
2.72
145
2.74
146
2.76
147
2.77
148
2.80
149
2.81
150
2.82
151
2.82
152
2.82
153
2.86
154
2.92
155
2.94
156
2.98
157
2.99
158
2.99
159
3.00
160
3.04
161
3.04
162
3.07
163
3.07
164
3.11
165
3.13
166
3.13
167
3.16
168
3.19
169
3.19
170
3.20
171
3.24
172
3.26
173
3.28
174
3.30
175
3.30
176
3.34
177
3.36
178
3.36
179
3.40
180
3.40
181
3.43
182
3.43
183
3.47
184
3.49
185
3.51
186
3.51
187
3.55
188
3.56
189
3.59
190
3.59
191
3.60
192
3.65
193
3.66
194
3.68
195
3.70
196
3.70
197
3.74
198
3.76
199
3.76
200
3.79
201
3.82
202
3.82
203
3.83
204
3.87
205
3.89
206
3.91
207
3.93
208
3.93
209
3.97
210
3.99
211
3.99
212
4.02
213
4.02
214
Page 3 of 11
Inflow
(cfs)
0.96
0.97
0.98
0.98
0.99
1.00
1.00
1.01
1.02
1.02
1.03
1.04
1.04
1.05
1.06
1.07
1.07
1.08
1.09
1.09
1.10
1.11
1.11
1.12
1.13
1.13
1.14
1.15
1.16
1.16
1.17
1.18
1.18
1.19
1.20
1.20
1.21
1.22
1.22
1.23
1.24
1.25
1.25
1.26
1.27
1.27
1.28
1.29
1.29
1.30
1.31
1.31
1.32
1.33
1.34
1.34
1.35
1.36
1.36
1.37
1.38
1.38
1.39
1.40
1.40
1.41
1.42
1.43
1.43
1.44
1.45
1.45
1.46
1.47
1.47
1.48
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
3110.10
6.30
3110.62
6.30
3111.56
6.30
3112.91
6.30
3114.68
6.31
3113.26
6.30
3112.26
6.30
3115.27
6.31
3115.10
6.31
3115.34
6.31
3116.00
6.31
3117.07
6.31
3118.56
6.31
3120.47
6.32
3117.99
6.31
3120.72
6.32
3119.07
6.31
3122.64
6.32
3121.82
6.32
3121.41
6.32
3121.42
6.32
3121.85
6.32
3122.69
6.32
3123.94
6.32
3125.61
6.33
3124.70
6.33
3127.20
6.33
3127.12
6.33
3127.45
6.33
3128.20
6.33
3129.36
6.33
3128.53
6.33
3130.53
6.34
3130.53
6.34
3130.96
6.34
3131.79
6.34
3131.25
6.34
3132.92
6.34
3133.20
6.34
3133.90
6.34
3133.21
6.34
3134.74
6.35
3134.88
6.35
3135.44
6.35
3136.42
6.35
3137.20
6.35
3137.21
6.35
3137.63
6.35
3138.46
6.35
3139.11
6.35
3140.18
6.36
3140.46
6.36
3141.15
6.36
3141.66
6.36
3142.59
6.36
3142.73
6.36
3143.29
6.36
3143.66
6.36
3144.44
6.37
3145.05
6.37
3145.46
6.37
3146.29
6.37
3146.94
6.37
3147.40
6.37
3148.28
6.37
3148.97
6.37
3149.48
6.38
3149.80
6.38
3150.54
6.38
3151.09
6.38
3152.06
6.38
3152.25
6.38
3152.84
6.38
3153.26
6.38
3154.09
6.38
3154.73
6.39
Outflow
(cfs)
0.96
0.96
0.96
0.96
1.02
1.02
0.96
1.02
1.02
1.02
1.02
1.02
1.02
1.10
1.02
1.10
1.02
1.10
1.10
1.10
1.10
1.10
1.10
1.10
1.15
1.10
1.15
1.15
1.15
1.15
1.19
1.15
1.19
1.19
1.19
1.22
1.19
1.22
1.22
1.25
1.22
1.25
1.25
1.25
1.26
1.28
1.28
1.28
1.29
1.29
1.31
1.31
1.32
1.32
1.34
1.34
1.35
1.35
1.36
1.37
1.37
1.38
1.39
1.39
1.40
1.41
1.42
1.42
1.43
1.43
1.45
1.45
1.46
1.46
1.47
1.48
Area A
Duration
(min)
215
216
217
218
219
220
221
222
223
224
225
226
227
228
229
230
231
232
233
234
235
236
237
238
239
240
241
242
243
244
245
246
247
248
249
250
251
252
253
254
255
256
257
258
259
260
261
262
263
264
265
266
267
268
269
270
271
272
273
274
275
276
277
278
279
280
281
282
283
284
285
286
287
288
289
290
Inflow
(cfs)
4.09
4.10
4.12
4.14
4.16
4.18
4.20
4.22
4.24
4.26
4.28
4.29
4.31
4.33
4.35
4.37
4.39
4.41
4.43
4.45
4.47
4.48
4.50
4.52
4.54
4.56
4.58
4.60
4.62
4.64
4.66
4.67
4.69
4.71
4.73
4.75
4.77
4.79
4.81
4.83
4.85
4.86
4.88
4.90
4.92
4.94
4.96
4.98
5.00
5.02
5.04
5.05
5.07
5.09
5.11
5.13
5.15
5.17
5.19
5.21
5.23
5.24
5.26
5.28
5.30
5.32
5.34
5.36
5.38
5.40
5.42
5.43
5.45
5.47
5.49
5.51
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
8142.99
6.76
8145.66
6.76
8148.27
6.76
8150.82
6.77
8153.32
6.77
8156.95
6.77
8159.32
6.77
8161.63
6.78
8163.89
6.78
8167.28
6.78
8171.21
6.78
8173.88
6.79
8176.50
6.79
8179.05
6.79
8181.54
6.79
8185.18
6.79
8187.55
6.80
8189.87
6.80
8192.12
6.80
8194.31
6.80
8196.45
6.80
8199.72
6.81
8203.54
6.81
8207.89
6.81
8210.39
6.82
8211.62
6.82
8214.00
6.82
8216.31
6.82
8219.77
6.82
8220.76
6.82
8222.90
6.83
8225.58
6.83
8228.79
6.83
8231.95
6.83
8236.24
6.84
8238.08
6.84
8239.86
6.84
8242.17
6.84
8244.43
6.84
8247.83
6.85
8251.16
6.85
8253.84
6.85
8255.86
6.85
8258.42
6.86
8262.12
6.86
8264.55
6.86
8266.93
6.86
8269.25
6.86
8271.51
6.87
8273.71
6.87
8276.45
6.87
8280.32
6.87
8284.14
6.88
8286.70
6.88
8289.20
6.88
8291.04
6.88
8293.42
6.88
8295.74
6.89
8299.20
6.89
8301.40
6.89
8303.54
6.89
8306.22
6.90
8310.04
6.90
8312.60
6.90
8315.10
6.90
8317.54
6.90
8319.92
6.91
8322.25
6.91
8324.51
6.91
8326.71
6.91
8330.05
6.92
8332.13
6.92
8334.75
6.92
8338.52
6.92
8340.42
6.92
8342.86
6.93
Area B
Outflow
Duration
(cfs)
(min)
4.06
215
4.08
216
4.10
217
4.12
218
4.12
219
4.16
220
4.18
221
4.20
222
4.20
223
4.21
224
4.25
225
4.27
226
4.29
227
4.31
228
4.31
229
4.35
230
4.37
231
4.39
232
4.41
233
4.43
234
4.43
235
4.44
236
4.45
237
4.50
238
4.54
239
4.54
240
4.56
241
4.56
242
4.62
243
4.62
244
4.63
245
4.64
246
4.66
247
4.66
248
4.72
249
4.74
250
4.75
251
4.77
252
4.77
253
4.79
254
4.82
255
4.85
256
4.86
257
4.86
258
4.90
259
4.92
260
4.94
261
4.96
262
4.98
263
4.99
264
4.99
265
5.01
266
5.05
267
5.07
268
5.10
269
5.11
270
5.13
271
5.13
272
5.17
273
5.19
274
5.20
275
5.20
276
5.24
277
5.26
278
5.28
279
5.30
280
5.32
281
5.34
282
5.36
283
5.36
284
5.40
285
286
5.41
287
5.41
288
5.46
5.47
289
5.49
290
Page 4 of 11
Inflow
(cfs)
1.49
1.49
1.50
1.51
1.52
1.52
1.53
1.54
1.54
1.55
1.56
1.56
1.57
1.58
1.58
1.59
1.60
1.61
1.61
1.62
1.63
1.63
1.64
1.65
1.65
1.66
1.67
1.67
1.68
1.69
1.70
1.70
1.71
1.72
1.72
1.73
1.74
1.74
1.75
1.76
1.76
1.77
1.78
1.79
1.79
1.80
1.81
1.81
1.82
1.83
1.83
1.84
1.85
1.85
1.86
1.87
1.88
1.88
1.89
1.90
1.90
1.91
1.92
1.92
1.93
1.94
1.94
1.95
1.96
1.97
1.97
1.98
1.99
1.99
2.00
2.01
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
3155.19
6.39
3155.46
6.39
3156.15
6.39
3157.26
6.39
3157.58
6.39
3158.31
6.39
3158.86
6.39
3159.23
6.40
3160.01
6.40
3160.60
6.40
3161.02
6.40
3161.84
6.40
3162.48
6.40
3162.94
6.40
3163.21
6.40
3163.90
6.40
3165.00
6.41
3165.32
6.41
3166.05
6.41
3166.59
6.41
3166.96
6.41
3167.73
6.41
3168.33
6.41
3168.73
6.41
3169.56
6.42
3170.20
6.42
3170.65
6.42
3170.92
6.42
3171.60
6.42
3172.70
6.42
3173.01
6.42
3173.14
6.42
3173.69
6.42
3174.65
6.43
3174.82
6.43
3175.41
6.43
3176.42
6.43
3176.64
6.43
3177.27
6.43
3177.72
6.43
3178.59
6.43
3179.27
6.44
3179.76
6.44
3180.07
6.44
3180.80
6.44
3181.34
6.44
3181.70
6.44
3182.47
6.44
3183.06
6.44
3183.46
6.44
3184.28
6.45
3184.91
6.45
3185.36
6.45
3185.62
6.45
3186.30
6.45
3186.79
6.45
3187.10
6.45
3187.82
6.45
3188.36
6.45
3188.71
6.45
3189.48
6.46
3190.07
6.46
3190.46
6.46
3191.28
6.46
3191.91
6.46
3192.35
6.46
3192.61
6.46
3193.29
6.46
3193.78
6.47
3194.08
6.47
3194.80
6.47
3195.34
6.47
3196.29
6.47
3196.45
6.47
3197.03
6.47
3197.43
6.47
Outflow
(cfs)
1.49
1.49
1.49
1.51
1.51
1.52
1.53
1.53
1.54
1.55
1.55
1.56
1.57
1.58
1.58
1.58
1.60
1.60
1.61
1.62
1.62
1.63
1.64
1.64
1.65
1.66
1.67
1.67
1.67
1.69
1.70
1.70
1.70
1.72
1.72
1.72
1.74
1.74
1.75
1.75
1.76
1.77
1.78
1.78
1.79
1.80
1.80
1.81
1.82
1.82
1.83
1.84
1.85
1.85
1.86
1.87
1.87
1.88
1.89
1.89
1.90
1.91
1.91
1.92
1.93
1.94
1.94
1.95
1.96
1.96
1.97
1.97
1.99
1.99
2.00
2.00
Area A
Duration
(min)
291
292
293
294
295
296
297
298
299
300
301
302
303
304
305
306
307
308
309
310
311
312
313
314
315
316
317
318
319
320
321
322
323
324
325
326
327
328
329
330
331
332
333
334
335
336
337
338
339
340
341
342
343
344
345
346
347
348
349
350
351
352
353
354
355
356
357
358
359
360
361
362
363
364
365
366
Inflow
(cfs)
5.53
5.55
5.57
5.59
5.61
5.62
5.64
5.66
5.68
5.70
5.72
5.74
5.76
5.78
5.80
5.81
5.83
5.85
5.87
5.89
5.91
5.93
5.95
5.97
5.99
6.00
6.02
6.04
6.06
6.08
6.10
6.12
6.14
6.16
6.18
6.19
6.21
6.23
6.25
6.27
6.29
6.31
6.33
6.35
6.37
6.38
6.40
6.42
6.44
6.46
6.48
6.50
6.52
6.54
6.56
6.57
6.59
6.61
6.63
6.65
6.67
6.69
6.71
6.73
6.75
6.76
6.78
6.80
6.82
6.84
6.86
6.88
6.90
6.92
6.94
6.95
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
8345.24
6.93
8347.56
6.93
8351.03
6.93
8353.23
6.93
8355.37
6.94
8357.46
6.94
8360.08
6.94
8363.84
6.94
8367.55
6.95
8368.79
6.95
8370.58
6.95
8373.50
6.95
8375.76
6.95
8377.97
6.95
8381.31
6.96
8383.40
6.96
8386.62
6.96
8388.59
6.96
8391.09
6.97
8394.74
6.97
8396.52
6.97
8398.85
6.97
8401.11
6.97
8403.32
6.98
8406.67
6.98
8408.75
6.98
8411.38
6.98
8413.34
6.98
8415.85
6.99
8419.50
6.99
8421.28
6.99
8423.61
6.99
8425.88
6.99
8429.29
7.00
8431.43
7.00
8433.52
7.00
8436.75
7.00
8439.32
7.01
8441.82
7.01
8443.67
7.01
8446.06
7.01
8448.39
7.01
8450.66
7.02
8452.87
7.02
8455.02
7.02
8458.31
7.02
8460.33
7.02
8463.50
7.03
8466.01
7.03
8468.46
7.03
8470.25
7.03
8472.58
7.03
8476.05
7.04
8478.26
7.04
8480.41
7.04
8482.50
7.04
8484.53
7.04
8486.51
7.05
8489.62
7.05
8491.47
7.05
8493.86
7.05
8497.39
7.05
8499.66
7.06
8501.87
7.06
8505.22
7.06
8507.32
7.06
8509.35
7.06
8511.32
7.07
8514.43
7.07
8516.89
7.07
8519.28
7.07
8522.81
7.08
8525.08
7.08
8527.30
7.08
8529.45
7.08
8531.54
7.08
Area B
Outflow
Duration
(cfs)
(min)
5.51
291
5.51
292
5.55
293
5.57
294
5.59
295
5.60
296
5.60
297
5.62
298
5.68
299
5.69
300
5.69
301
5.72
302
5.74
303
5.74
304
5.78
305
5.78
306
5.82
307
5.83
308
5.83
309
5.88
310
5.89
311
5.91
312
5.93
313
5.93
314
5.97
315
5.98
316
6.01
317
6.02
318
6.02
319
6.07
320
6.08
321
6.10
322
6.10
323
6.14
324
6.16
325
6.16
326
6.19
327
6.21
328
6.24
329
6.25
330
6.27
331
6.29
332
6.31
333
6.33
334
6.33
335
6.37
336
6.37
337
6.40
338
6.42
339
6.45
340
6.46
341
6.46
342
6.50
343
6.52
344
6.54
345
6.56
346
6.58
347
6.58
348
6.62
349
6.63
350
6.63
351
6.67
352
6.69
353
6.69
354
6.73
355
6.75
356
6.77
357
6.77
358
6.80
359
6.82
360
6.82
361
362
6.86
363
6.88
364
6.90
365
6.92
366
6.94
Page 5 of 11
Inflow
(cfs)
2.01
2.02
2.03
2.03
2.04
2.05
2.06
2.06
2.07
2.08
2.08
2.09
2.10
2.10
2.11
2.12
2.12
2.13
2.14
2.14
2.15
2.16
2.17
2.17
2.18
2.19
2.19
2.20
2.21
2.21
2.22
2.23
2.23
2.24
2.25
2.26
2.26
2.27
2.28
2.28
2.29
2.30
2.30
2.31
2.32
2.32
2.33
2.34
2.35
2.35
2.36
2.37
2.37
2.38
2.39
2.39
2.40
2.41
2.41
2.42
2.43
2.44
2.44
2.45
2.46
2.46
2.47
2.48
2.48
2.49
2.50
2.50
2.51
2.52
2.53
2.53
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
3198.24
6.47
3198.87
6.48
3199.31
6.48
3199.57
6.48
3200.24
6.48
3200.73
6.48
3201.63
6.48
3201.75
6.48
3202.28
6.48
3203.23
6.48
3203.39
6.48
3203.97
6.49
3204.96
6.49
3205.17
6.49
3205.79
6.49
3206.23
6.49
3207.08
6.49
3207.15
6.49
3207.64
6.49
3208.54
6.50
3208.65
6.50
3209.18
6.50
3210.12
6.50
3210.28
6.50
3210.86
6.50
3211.85
6.50
3212.06
6.50
3212.68
6.50
3213.11
6.50
3213.36
6.50
3214.03
6.51
3214.51
6.51
3215.41
6.51
3215.52
6.51
3216.04
6.51
3216.99
6.51
3217.14
6.51
3217.71
6.51
3218.70
6.52
3218.90
6.52
3218.92
6.52
3219.36
6.52
3220.20
6.52
3220.87
6.52
3221.34
6.52
3221.64
6.52
3221.75
6.52
3222.27
6.52
3223.21
6.52
3223.36
6.53
3223.93
6.53
3224.92
6.53
3225.12
6.53
3225.73
6.53
3226.16
6.53
3227.01
6.53
3227.07
6.53
3227.54
6.53
3228.43
6.54
3229.14
6.54
3229.66
6.54
3229.99
6.54
3230.74
6.54
3230.71
6.54
3231.09
6.54
3231.89
6.54
3232.50
6.54
3233.53
6.55
3233.77
6.55
3233.83
6.55
3234.30
6.55
3234.59
6.55
3235.29
6.55
3235.81
6.55
3236.74
6.55
3236.89
6.55
Outflow
(cfs)
2.01
2.02
2.03
2.03
2.04
2.04
2.06
2.06
2.06
2.08
2.08
2.08
2.10
2.10
2.11
2.11
2.13
2.13
2.13
2.15
2.15
2.15
2.17
2.17
2.17
2.19
2.19
2.20
2.21
2.21
2.22
2.22
2.24
2.24
2.24
2.26
2.26
2.26
2.28
2.29
2.29
2.29
2.30
2.31
2.32
2.33
2.33
2.33
2.35
2.35
2.35
2.37
2.37
2.38
2.38
2.40
2.40
2.40
2.41
2.42
2.43
2.43
2.45
2.45
2.45
2.46
2.46
2.48
2.49
2.49
2.50
2.50
2.51
2.51
2.53
2.53
Area A
Duration
(min)
367
368
369
370
371
372
373
374
375
376
377
378
379
380
381
382
383
384
385
386
387
388
389
390
391
392
393
394
395
396
397
398
399
400
401
402
403
404
405
406
407
408
409
410
411
412
413
414
415
416
417
418
419
420
421
422
423
424
425
426
427
428
429
430
431
432
433
434
435
436
437
438
439
440
441
442
Inflow
(cfs)
6.97
6.99
7.01
7.03
7.05
7.07
7.09
7.11
7.13
7.14
7.16
7.18
7.20
7.22
7.24
7.26
7.28
7.30
7.32
7.33
7.35
7.37
7.39
7.41
7.43
7.45
7.47
7.49
7.51
7.52
7.54
7.56
7.58
7.60
7.62
7.64
7.66
7.68
7.70
7.71
7.73
7.75
7.77
7.79
7.81
7.79
7.77
7.75
7.73
7.71
7.70
7.68
7.66
7.64
7.62
7.60
7.58
7.56
7.54
7.52
7.51
7.49
7.47
7.45
7.43
7.41
7.39
7.37
7.35
7.33
7.32
7.30
7.28
7.26
7.24
7.22
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
8533.58
7.08
8535.55
7.09
8537.47
7.09
8539.92
7.09
8542.31
7.09
8544.05
7.09
8546.92
7.10
8550.34
7.10
8552.49
7.10
8554.59
7.10
8556.62
7.10
8558.60
7.10
8560.51
7.11
8563.57
7.11
8565.96
7.11
8568.30
7.11
8571.78
7.12
8573.99
7.12
8576.15
7.12
8578.24
7.12
8580.28
7.12
8582.26
7.12
8585.37
7.13
8587.23
7.13
8589.63
7.13
8591.96
7.13
8595.44
7.14
8598.86
7.14
8599.22
7.14
8600.72
7.14
8603.35
7.14
8605.33
7.14
8607.25
7.15
8609.11
7.15
8612.11
7.15
8615.65
7.15
8617.92
7.15
8620.14
7.16
8622.30
7.16
8624.40
7.16
8626.44
7.16
8628.42
7.16
8631.54
7.17
8633.40
7.17
8635.80
7.17
8635.86
7.17
8634.78
7.17
8633.76
7.17
8631.60
7.17
8628.90
7.16
8626.26
7.16
8623.68
7.16
8622.35
7.16
8619.89
7.16
8617.49
7.15
8615.15
7.15
8612.87
7.15
8610.65
7.15
8608.48
7.15
8605.78
7.14
8603.14
7.14
8600.56
7.14
8598.64
7.14
8595.57
7.14
8595.57
7.14
8594.43
7.13
8592.14
7.13
8588.72
7.13
8586.56
7.13
8583.25
7.13
8580.61
7.12
8578.02
7.12
8575.50
7.12
8573.04
7.12
8571.83
7.12
8569.49
7.11
Area B
Outflow
Duration
(cfs)
(min)
6.96
367
6.98
368
6.99
369
7.01
370
7.04
371
7.04
372
7.05
373
7.09
374
7.11
375
7.13
376
7.15
377
7.17
378
7.17
379
7.20
380
7.22
381
7.22
382
7.26
383
7.28
384
7.30
385
7.32
386
7.34
387
7.34
388
7.38
389
7.39
390
7.41
391
7.41
392
7.43
393
7.50
394
7.50
395
7.50
396
7.53
397
7.55
398
7.57
399
7.57
400
7.58
401
7.62
402
7.64
403
7.66
404
7.68
405
7.70
406
7.72
407
7.72
408
7.76
409
7.77
410
7.79
411
7.79
412
7.77
413
7.77
414
7.76
415
7.74
416
7.72
417
7.68
418
7.68
419
7.66
420
7.64
421
7.62
422
7.60
423
7.58
424
7.57
425
7.55
426
7.53
427
7.50
428
7.50
429
7.43
430
7.43
431
7.43
432
7.43
433
7.39
434
7.39
435
7.36
436
7.34
437
7.32
438
7.30
439
7.26
440
7.26
441
7.24
442
Page 6 of 11
Inflow
(cfs)
2.54
2.55
2.55
2.56
2.57
2.57
2.58
2.59
2.59
2.60
2.61
2.62
2.62
2.63
2.64
2.64
2.65
2.66
2.66
2.67
2.68
2.68
2.69
2.70
2.71
2.71
2.72
2.73
2.73
2.74
2.75
2.75
2.76
2.77
2.77
2.78
2.79
2.80
2.80
2.81
2.82
2.82
2.83
2.82
2.82
2.81
2.80
2.80
2.79
2.78
2.77
2.77
2.76
2.75
2.75
2.74
2.73
2.73
2.72
2.71
2.71
2.70
2.69
2.68
2.68
2.67
2.66
2.66
2.65
2.64
2.64
2.63
2.62
2.62
2.61
2.60
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
3237.45
6.55
3238.43
6.56
3238.02
6.55
3239.23
6.56
3239.66
6.56
3239.90
6.56
3240.55
6.56
3241.02
6.56
3241.30
6.56
3242.00
6.56
3241.92
6.56
3242.25
6.56
3242.99
6.56
3243.55
6.57
3244.53
6.57
3244.72
6.57
3245.33
6.57
3245.75
6.57
3246.58
6.57
3246.64
6.57
3247.10
6.57
3247.98
6.57
3248.08
6.58
3248.59
6.58
3249.52
6.58
3249.66
6.58
3250.22
6.58
3250.59
6.58
3251.38
6.58
3251.38
6.58
3251.80
6.58
3252.63
6.58
3253.28
6.59
3253.15
6.59
3254.02
6.59
3254.72
6.59
3254.63
6.59
3254.95
6.59
3255.69
6.59
3256.25
6.59
3256.62
6.59
3257.40
6.59
3258.00
6.60
3258.18
6.60
3257.95
6.60
3257.31
6.59
3256.25
6.59
3255.37
6.59
3255.28
6.59
3254.78
6.59
3253.85
6.59
3253.72
6.59
3253.17
6.59
3252.80
6.58
3252.02
6.58
3252.02
6.58
3251.61
6.58
3250.78
6.58
3250.14
6.58
3249.68
6.58
3249.41
6.58
3248.72
6.58
3248.82
6.58
3248.50
6.58
3247.76
6.57
3246.62
6.57
3246.25
6.57
3246.07
6.57
3245.48
6.57
3245.07
6.57
3244.25
6.57
3244.21
6.57
3243.75
6.57
3242.88
6.56
3242.20
6.56
3241.70
6.56
Outflow
(cfs)
2.53
2.56
2.54
2.56
2.57
2.57
2.58
2.59
2.59
2.61
2.61
2.61
2.62
2.62
2.64
2.64
2.65
2.65
2.67
2.67
2.67
2.69
2.69
2.69
2.71
2.71
2.72
2.72
2.74
2.74
2.74
2.75
2.77
2.76
2.77
2.79
2.79
2.79
2.80
2.81
2.81
2.82
2.82
2.82
2.82
2.82
2.81
2.79
2.79
2.79
2.77
2.77
2.76
2.76
2.74
2.74
2.74
2.73
2.72
2.71
2.71
2.69
2.69
2.69
2.69
2.67
2.66
2.66
2.65
2.65
2.63
2.63
2.63
2.62
2.61
2.60
Area A
Duration
(min)
443
444
445
446
447
448
449
450
451
452
453
454
455
456
457
458
459
460
461
462
463
464
465
466
467
468
469
470
471
472
473
474
475
476
477
478
479
480
481
482
483
484
485
486
487
488
489
490
491
492
493
494
495
496
497
498
499
500
501
502
503
504
505
506
507
508
509
510
511
512
513
514
515
516
517
518
Inflow
(cfs)
7.20
7.18
7.16
7.14
7.13
7.11
7.09
7.07
7.05
7.03
7.01
6.99
6.97
6.95
6.94
6.92
6.90
6.88
6.86
6.84
6.82
6.80
6.78
6.76
6.75
6.73
6.71
6.69
6.67
6.65
6.63
6.61
6.59
6.57
6.56
6.54
6.52
6.50
6.48
6.46
6.44
6.42
6.40
6.38
6.37
6.35
6.33
6.31
6.29
6.27
6.25
6.23
6.21
6.19
6.18
6.16
6.14
6.12
6.10
6.08
6.06
6.04
6.02
6.00
5.99
5.97
5.95
5.93
5.91
5.89
5.87
5.85
5.83
5.81
5.80
5.78
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
8567.20
7.11
8564.98
7.11
8562.81
7.11
8559.51
7.11
8556.86
7.10
8554.28
7.10
8551.75
7.10
8550.49
7.10
8548.08
7.10
8545.73
7.09
8543.45
7.09
8540.62
7.09
8538.46
7.09
8536.35
7.09
8533.70
7.08
8531.12
7.08
8528.59
7.08
8526.12
7.08
8523.71
7.08
8521.37
7.07
8519.08
7.07
8518.05
7.07
8515.88
7.07
8512.58
7.07
8509.93
7.06
8507.34
7.06
8504.81
7.06
8502.34
7.06
8501.13
7.06
8498.78
7.06
8496.49
7.05
8494.27
7.05
8492.10
7.05
8488.79
7.05
8486.74
7.05
8484.15
7.04
8481.62
7.04
8479.15
7.04
8476.74
7.04
8474.39
7.04
8472.10
7.03
8469.87
7.03
8466.49
7.03
8464.38
7.03
8462.33
7.03
8459.74
7.02
8457.21
7.02
8454.74
7.02
8452.33
7.02
8449.98
7.01
8447.68
7.01
8444.25
7.01
8442.08
7.01
8439.37
7.01
8437.31
7.00
8435.32
7.00
8432.19
7.00
8429.72
7.00
8427.30
7.00
8424.95
6.99
8422.66
6.99
8420.42
6.99
8417.65
6.99
8415.53
6.99
8413.48
6.98
8410.29
6.98
8408.35
6.98
8405.28
6.98
8402.86
6.98
8400.51
6.97
8398.21
6.97
8395.98
6.97
8392.60
6.97
8390.49
6.97
8388.43
6.96
8385.24
6.96
Area B
Outflow
Duration
(cfs)
(min)
7.22
443
7.20
444
7.20
445
7.17
446
7.15
447
7.13
448
7.09
449
7.09
450
7.07
451
7.05
452
7.04
453
7.01
454
6.99
455
6.98
456
6.96
457
6.94
458
6.92
459
6.90
460
6.88
461
6.86
462
6.82
463
6.82
464
6.82
465
6.79
466
6.77
467
6.75
468
6.73
469
6.69
470
6.69
471
6.67
472
6.65
473
6.63
474
6.63
475
6.59
476
6.58
477
6.56
478
6.54
479
6.52
480
6.50
481
6.48
482
6.46
483
6.46
484
6.42
485
6.40
486
6.39
487
6.37
488
6.35
489
6.33
490
6.31
491
6.29
492
6.29
493
6.25
494
6.24
495
6.21
496
6.19
497
6.19
498
6.16
499
6.14
500
6.12
501
6.10
502
6.08
503
6.07
504
6.04
505
6.02
506
6.02
507
5.98
508
5.98
509
5.95
510
5.93
511
5.91
512
5.89
513
514
5.89
515
5.85
516
5.83
5.83
517
5.79
518
Page 7 of 11
Inflow
(cfs)
2.59
2.59
2.58
2.57
2.57
2.56
2.55
2.55
2.54
2.53
2.53
2.52
2.51
2.50
2.50
2.49
2.48
2.48
2.47
2.46
2.46
2.45
2.44
2.44
2.43
2.42
2.41
2.41
2.40
2.39
2.39
2.38
2.37
2.37
2.36
2.35
2.35
2.34
2.33
2.32
2.32
2.31
2.30
2.30
2.29
2.28
2.28
2.27
2.26
2.26
2.25
2.24
2.23
2.23
2.22
2.21
2.21
2.20
2.19
2.19
2.18
2.17
2.17
2.16
2.15
2.14
2.14
2.13
2.12
2.12
2.11
2.10
2.10
2.09
2.08
2.08
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
3241.38
6.56
3241.25
6.56
3240.70
6.56
3240.34
6.56
3239.57
6.56
3238.98
6.56
3238.57
6.56
3237.75
6.55
3237.71
6.55
3237.26
6.55
3236.99
6.55
3236.31
6.55
3235.81
6.55
3235.50
6.55
3234.77
6.55
3234.23
6.55
3233.27
6.55
3233.10
6.54
3232.51
6.54
3232.71
6.54
3231.89
6.54
3231.26
6.54
3230.81
6.54
3229.94
6.54
3229.86
6.54
3229.37
6.54
3229.06
6.54
3228.33
6.54
3227.79
6.53
3227.44
6.53
3226.67
6.53
3226.08
6.53
3225.68
6.53
3224.87
6.53
3224.24
6.53
3223.79
6.53
3223.53
6.53
3222.85
6.52
3222.36
6.52
3222.06
6.52
3221.33
6.52
3220.80
6.52
3220.44
6.52
3219.68
6.52
3219.70
6.52
3219.30
6.52
3218.49
6.52
3217.86
6.51
3217.41
6.51
3217.16
6.51
3216.48
6.51
3215.99
6.51
3215.69
6.51
3214.97
6.51
3214.44
6.51
3214.09
6.51
3213.32
6.50
3212.74
6.50
3212.35
6.50
3211.54
6.50
3211.52
6.50
3211.08
6.50
3210.22
6.50
3209.55
6.50
3209.06
6.50
3208.76
6.50
3208.05
6.49
3207.52
6.49
3207.17
6.49
3206.41
6.49
3205.83
6.49
3205.44
6.49
3205.23
6.49
3204.61
6.49
3203.57
6.48
3203.32
6.48
Outflow
(cfs)
2.59
2.59
2.58
2.58
2.57
2.56
2.56
2.54
2.54
2.53
2.53
2.52
2.51
2.51
2.50
2.50
2.48
2.48
2.46
2.47
2.46
2.45
2.45
2.43
2.43
2.42
2.42
2.41
2.40
2.40
2.39
2.38
2.38
2.37
2.36
2.35
2.35
2.34
2.33
2.33
2.32
2.31
2.31
2.29
2.29
2.29
2.28
2.27
2.26
2.26
2.25
2.24
2.24
2.23
2.22
2.22
2.21
2.20
2.20
2.18
2.18
2.18
2.17
2.16
2.15
2.15
2.14
2.13
2.13
2.12
2.11
2.10
2.10
2.10
2.08
2.08
Area A
Duration
(min)
519
520
521
522
523
524
525
526
527
528
529
530
531
532
533
534
535
536
537
538
539
540
541
542
543
544
545
546
547
548
549
550
551
552
553
554
555
556
557
558
559
560
561
562
563
564
565
566
567
568
569
570
571
572
573
574
575
576
577
578
579
580
581
582
583
584
585
586
587
588
589
590
591
592
593
594
Inflow
(cfs)
5.76
5.74
5.72
5.70
5.68
5.66
5.64
5.62
5.61
5.59
5.57
5.55
5.53
5.51
5.49
5.47
5.45
5.43
5.42
5.40
5.38
5.36
5.34
5.32
5.30
5.28
5.26
5.24
5.23
5.21
5.19
5.17
5.15
5.13
5.11
5.09
5.07
5.05
5.04
5.02
5.00
4.98
4.96
4.94
4.92
4.90
4.88
4.86
4.85
4.83
4.81
4.79
4.77
4.75
4.73
4.71
4.69
4.67
4.66
4.64
4.62
4.60
4.58
4.56
4.54
4.52
4.50
4.48
4.47
4.45
4.43
4.41
4.39
4.37
4.35
4.33
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
8383.30
6.96
8380.82
6.96
8378.41
6.96
8376.05
6.95
8372.56
6.95
8370.32
6.95
8367.54
6.95
8364.23
6.94
8363.37
6.94
8361.37
6.94
8358.24
6.94
8355.16
6.94
8351.54
6.93
8349.18
6.93
8346.88
6.93
8344.65
6.93
8341.27
6.92
8339.15
6.92
8336.49
6.92
8334.49
6.92
8332.55
6.92
8329.48
6.91
8327.06
6.91
8323.50
6.91
8321.20
6.91
8318.96
6.91
8316.78
6.90
8313.46
6.90
8311.40
6.90
8309.40
6.90
8306.26
6.90
8304.38
6.89
8301.36
6.89
8297.80
6.89
8295.50
6.89
8293.26
6.88
8289.88
6.88
8287.15
6.88
8285.09
6.88
8283.09
6.88
8279.95
6.87
8278.07
6.87
8275.05
6.87
8272.08
6.87
8268.58
6.86
8266.34
6.86
8264.16
6.86
8260.84
6.86
8257.57
6.86
8255.57
6.85
8252.43
6.85
8250.54
6.85
8247.52
6.85
8245.16
6.84
8242.85
6.84
8239.41
6.84
8236.62
6.84
8233.90
6.84
8232.44
6.83
8231.03
6.83
8228.49
6.83
8226.00
6.83
8222.38
6.83
8218.21
6.82
8215.91
6.82
8213.66
6.82
8210.28
6.82
8206.95
6.81
8204.89
6.81
8202.88
6.81
8201.53
6.81
8199.05
6.81
8196.02
6.80
8192.46
6.80
8188.95
6.80
8186.70
6.80
Area B
Outflow
Duration
(cfs)
(min)
5.78
519
5.76
520
5.74
521
5.74
522
5.70
523
5.69
524
5.68
525
5.62
526
5.62
527
5.62
528
5.60
529
5.59
530
5.55
531
5.53
532
5.51
533
5.51
534
5.47
535
5.46
536
5.43
537
5.41
538
5.41
539
5.38
540
5.38
541
5.34
542
5.32
543
5.30
544
5.30
545
5.26
546
5.24
547
5.24
548
5.20
549
5.20
550
5.19
551
5.15
552
5.13
553
5.13
554
5.10
555
5.07
556
5.05
557
5.05
558
5.01
559
5.01
560
4.99
561
4.98
562
4.94
563
4.92
564
4.92
565
4.90
566
4.86
567
4.86
568
4.82
569
4.82
570
4.79
571
4.77
572
4.77
573
4.74
574
4.72
575
4.68
576
4.66
577
4.66
578
4.64
579
4.64
580
4.63
581
4.58
582
4.56
583
4.56
584
4.54
585
4.50
586
4.48
587
4.45
588
4.45
589
590
4.44
591
4.43
592
4.41
593
4.37
594
4.35
Page 8 of 11
Inflow
(cfs)
2.07
2.06
2.06
2.05
2.04
2.03
2.03
2.02
2.01
2.01
2.00
1.99
1.99
1.98
1.97
1.97
1.96
1.95
1.94
1.94
1.93
1.92
1.92
1.91
1.90
1.90
1.89
1.88
1.88
1.87
1.86
1.85
1.85
1.84
1.83
1.83
1.82
1.81
1.81
1.80
1.79
1.79
1.78
1.77
1.76
1.76
1.75
1.74
1.74
1.73
1.72
1.72
1.71
1.70
1.70
1.69
1.68
1.67
1.67
1.66
1.65
1.65
1.64
1.63
1.63
1.62
1.61
1.61
1.60
1.59
1.58
1.58
1.57
1.56
1.56
1.55
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
3202.65
6.48
3202.17
6.48
3201.87
6.48
3201.16
6.48
3200.63
6.48
3200.29
6.48
3199.53
6.48
3198.96
6.48
3198.57
6.47
3198.37
6.47
3197.75
6.47
3196.71
6.47
3196.46
6.47
3195.80
6.47
3195.32
6.47
3195.02
6.47
3194.31
6.47
3193.19
6.46
3192.85
6.46
3192.09
6.46
3192.12
6.46
3191.74
6.46
3190.93
6.46
3190.32
6.46
3189.89
6.46
3189.64
6.46
3188.98
6.46
3187.90
6.45
3187.61
6.45
3186.90
6.45
3186.38
6.45
3186.04
6.45
3185.29
6.45
3184.72
6.45
3184.34
6.45
3184.14
6.45
3183.53
6.44
3182.50
6.44
3182.26
6.44
3181.60
6.44
3181.13
6.44
3180.84
6.44
3180.13
6.44
3179.61
6.44
3179.28
6.44
3178.53
6.43
3177.96
6.43
3176.98
6.43
3176.79
6.43
3176.18
6.43
3175.15
6.43
3174.91
6.43
3174.26
6.43
3173.79
6.42
3173.50
6.42
3172.80
6.42
3172.28
6.42
3171.95
6.42
3171.20
6.42
3170.64
6.42
3169.67
6.42
3169.47
6.42
3168.87
6.41
3167.84
6.41
3167.61
6.41
3166.95
6.41
3166.48
6.41
3166.20
6.41
3165.50
6.41
3164.99
6.41
3164.06
6.40
3163.32
6.40
3162.76
6.40
3162.38
6.40
3161.60
6.40
3160.99
6.40
Outflow
(cfs)
2.07
2.06
2.06
2.05
2.04
2.04
2.03
2.02
2.01
2.01
2.01
1.99
1.99
1.98
1.97
1.97
1.97
1.95
1.95
1.93
1.93
1.93
1.92
1.91
1.90
1.90
1.90
1.88
1.88
1.87
1.86
1.86
1.85
1.84
1.83
1.83
1.83
1.81
1.81
1.80
1.79
1.79
1.78
1.77
1.77
1.76
1.76
1.74
1.74
1.74
1.72
1.72
1.71
1.70
1.70
1.69
1.68
1.68
1.67
1.67
1.65
1.65
1.65
1.63
1.63
1.62
1.61
1.61
1.60
1.60
1.59
1.58
1.57
1.57
1.56
1.55
Area A
Duration
(min)
595
596
597
598
599
600
601
602
603
604
605
606
607
608
609
610
611
612
613
614
615
616
617
618
619
620
621
622
623
624
625
626
627
628
629
630
631
632
633
634
635
636
637
638
639
640
641
642
643
644
645
646
647
648
649
650
651
652
653
654
655
656
657
658
659
660
661
662
663
664
665
666
667
668
669
670
Inflow
(cfs)
4.31
4.29
4.28
4.26
4.24
4.22
4.20
4.18
4.16
4.14
4.12
4.10
4.09
4.07
4.05
4.03
4.01
3.99
3.97
3.95
3.93
3.91
3.90
3.88
3.86
3.84
3.82
3.80
3.78
3.76
3.74
3.72
3.71
3.69
3.67
3.65
3.63
3.61
3.59
3.57
3.55
3.53
3.52
3.50
3.48
3.46
3.44
3.42
3.40
3.38
3.36
3.34
3.33
3.31
3.29
3.27
3.25
3.23
3.21
3.19
3.17
3.15
3.14
3.12
3.10
3.08
3.06
3.04
3.02
3.00
2.98
2.96
2.95
2.93
2.91
2.89
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
8184.52
6.79
8181.19
6.79
8179.12
6.79
8175.91
6.79
8173.97
6.79
8170.88
6.78
8167.85
6.78
8164.88
6.78
8161.98
6.78
8158.53
6.77
8156.34
6.77
8153.01
6.77
8150.94
6.77
8147.73
6.76
8145.78
6.76
8142.69
6.76
8139.67
6.76
8136.70
6.75
8133.79
6.75
8130.94
6.75
8127.55
6.75
8124.22
6.74
8122.15
6.74
8118.94
6.74
8116.99
6.74
8113.90
6.74
8110.87
6.73
8107.89
6.73
8104.98
6.73
8101.53
6.73
8099.94
6.72
8097.21
6.72
8093.94
6.72
8090.73
6.72
8087.58
6.71
8084.48
6.71
8081.45
6.71
8078.48
6.71
8074.97
6.70
8073.31
6.70
8070.52
6.70
8067.19
6.70
8064.52
6.69
8061.30
6.69
8058.15
6.69
8055.06
6.69
8052.02
6.68
8049.05
6.68
8046.13
6.68
8043.28
6.68
8040.49
6.67
8037.15
6.67
8034.48
6.67
8031.26
6.67
8028.11
6.66
8025.01
6.66
8021.98
6.66
8019.00
6.66
8016.09
6.65
8013.23
6.65
8010.44
6.65
8007.70
6.65
8004.42
6.64
8001.81
6.64
7999.25
6.64
7995.56
6.64
7992.52
6.63
7989.54
6.63
7986.63
6.63
7983.77
6.63
7979.77
6.62
7976.44
6.62
7973.16
6.62
7969.34
6.62
7966.18
6.61
7964.28
6.61
Area B
Outflow
Duration
(cfs)
(min)
4.35
595
4.31
596
4.31
597
4.27
598
4.27
599
4.25
600
4.23
601
4.21
602
4.20
603
4.16
604
4.16
605
4.12
606
4.12
607
4.08
608
4.08
609
4.06
610
4.04
611
4.02
612
4.00
613
3.99
614
3.97
615
3.93
616
3.93
617
3.89
618
3.89
619
3.87
620
3.85
621
3.83
622
3.82
623
3.77
624
3.77
625
3.76
626
3.74
627
3.72
628
3.70
629
3.68
630
3.66
631
3.65
632
3.60
633
3.60
634
3.59
635
3.56
636
3.55
637
3.53
638
3.51
639
3.49
640
3.47
641
3.45
642
3.43
643
3.41
644
3.40
645
3.37
646
3.36
647
3.34
648
3.32
649
3.30
650
3.28
651
3.26
652
3.24
653
3.22
654
3.20
655
3.19
656
3.16
657
3.14
658
3.14
659
3.11
660
3.09
661
3.07
662
3.05
663
3.05
664
3.02
665
3.00
666
2.99
667
2.96
668
2.92
669
2.90
670
Page 9 of 11
Inflow
(cfs)
1.54
1.54
1.53
1.52
1.52
1.51
1.50
1.49
1.49
1.48
1.47
1.47
1.46
1.45
1.45
1.44
1.43
1.43
1.42
1.41
1.40
1.40
1.39
1.38
1.38
1.37
1.36
1.36
1.35
1.34
1.34
1.33
1.32
1.31
1.31
1.30
1.29
1.29
1.28
1.27
1.27
1.26
1.25
1.25
1.24
1.23
1.22
1.22
1.21
1.20
1.20
1.19
1.18
1.18
1.17
1.16
1.16
1.15
1.14
1.13
1.13
1.12
1.11
1.11
1.10
1.09
1.09
1.08
1.07
1.07
1.06
1.05
1.04
1.04
1.03
1.02
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
3160.57
6.40
3159.74
6.40
3159.09
6.39
3158.62
6.39
3158.34
6.39
3157.65
6.39
3157.14
6.39
3156.21
6.39
3156.07
6.39
3155.51
6.39
3154.54
6.39
3154.36
6.39
3153.75
6.38
3152.74
6.38
3152.51
6.38
3151.86
6.38
3150.80
6.38
3150.52
6.38
3150.43
6.38
3149.92
6.38
3149.00
6.37
3148.26
6.37
3147.71
6.37
3146.74
6.37
3146.55
6.37
3145.96
6.37
3145.54
6.37
3144.71
6.37
3144.07
6.36
3143.01
6.36
3142.74
6.36
3142.05
6.36
3141.54
6.36
3141.22
6.36
3140.49
6.36
3139.94
6.36
3139.57
6.36
3138.79
6.35
3138.20
6.35
3137.18
6.35
3136.36
6.35
3136.32
6.35
3135.86
6.35
3134.99
6.35
3134.30
6.34
3133.20
6.34
3133.48
6.34
3133.35
6.34
3132.81
6.34
3131.84
6.34
3130.47
6.34
3130.47
6.34
3130.07
6.34
3129.24
6.33
3128.00
6.33
3128.75
6.33
3129.08
6.33
3126.60
6.33
3126.10
6.33
3125.19
6.33
3123.86
6.32
3125.11
6.33
3122.95
6.32
3123.38
6.32
3123.39
6.32
3122.98
6.32
3122.16
6.32
3120.93
6.32
3119.28
6.31
3122.01
6.32
3119.53
6.31
3121.44
6.32
3118.13
6.31
3119.20
6.31
3119.86
6.32
3120.10
6.32
Outflow
(cfs)
1.55
1.54
1.53
1.52
1.52
1.51
1.51
1.49
1.49
1.49
1.47
1.47
1.47
1.45
1.45
1.45
1.43
1.42
1.42
1.42
1.41
1.40
1.40
1.38
1.38
1.37
1.37
1.36
1.36
1.34
1.34
1.33
1.32
1.32
1.31
1.30
1.30
1.29
1.29
1.28
1.26
1.26
1.26
1.25
1.25
1.22
1.22
1.22
1.22
1.22
1.19
1.19
1.19
1.19
1.15
1.15
1.19
1.15
1.15
1.15
1.10
1.15
1.10
1.10
1.10
1.10
1.10
1.10
1.02
1.10
1.02
1.10
1.02
1.02
1.02
1.10
Area A
Duration
(min)
671
672
673
674
675
676
677
678
679
680
681
682
683
684
685
686
687
688
689
690
691
692
693
694
695
696
697
698
699
700
701
702
703
704
705
706
707
708
709
710
711
712
713
714
715
716
717
718
719
720
721
722
723
724
725
726
727
728
729
730
731
732
733
734
735
736
737
738
739
740
741
742
743
744
745
746
Inflow
(cfs)
2.87
2.85
2.83
2.81
2.79
2.77
2.76
2.74
2.72
2.70
2.68
2.66
2.64
2.62
2.60
2.58
2.57
2.55
2.53
2.51
2.49
2.47
2.45
2.43
2.41
2.39
2.38
2.36
2.34
2.32
2.30
2.28
2.26
2.24
2.22
2.20
2.19
2.17
2.15
2.13
2.11
2.09
2.07
2.05
2.03
2.01
2.00
1.98
1.96
1.94
1.92
1.90
1.88
1.86
1.84
1.82
1.81
1.79
1.77
1.75
1.73
1.71
1.69
1.67
1.65
1.63
1.62
1.60
1.58
1.56
1.54
1.52
1.50
1.48
1.46
1.44
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
7962.45
6.61
7960.67
6.61
7958.95
6.61
7956.69
6.61
7955.09
6.60
7952.35
6.60
7948.48
6.60
7943.46
6.59
7937.30
6.59
7931.80
6.58
7926.96
6.58
7922.78
6.58
7918.66
6.57
7915.20
6.57
7911.80
6.57
7908.46
6.57
7905.18
6.56
7901.96
6.56
7898.80
6.56
7895.70
6.55
7892.66
6.55
7889.08
6.55
7885.55
6.55
7882.09
6.54
7879.29
6.54
7875.95
6.54
7872.67
6.54
7868.85
6.53
7865.08
6.53
7861.38
6.53
7858.34
6.52
7855.36
6.52
7851.84
6.52
7848.37
6.52
7844.97
6.51
7841.63
6.51
7838.34
6.51
7835.12
6.50
7831.36
6.50
7827.65
6.50
7824.01
6.50
7820.42
6.49
7816.90
6.49
7814.04
6.49
7810.63
6.48
7806.69
6.48
7802.80
6.48
7798.98
6.47
7795.81
6.47
7792.11
6.47
7788.46
6.47
7784.88
6.46
7781.35
6.46
7777.89
6.46
7774.48
6.45
7771.13
6.45
7767.25
6.45
7763.42
6.44
7759.66
6.44
7755.95
6.44
7752.30
6.44
7748.72
6.43
7745.19
6.43
7741.12
6.43
7737.11
6.42
7733.17
6.42
7729.88
6.42
7726.05
6.41
7722.28
6.41
7718.58
6.41
7714.93
6.40
7711.34
6.40
7707.21
6.40
7703.14
6.39
7699.13
6.39
7695.18
6.39
Area B
Outflow
Duration
(cfs)
(min)
2.88
671
2.86
672
2.85
673
2.82
674
2.82
675
2.82
676
2.82
677
2.82
678
2.79
679
2.76
680
2.73
681
2.71
682
2.68
683
2.66
684
2.64
685
2.62
686
2.60
687
2.58
688
2.56
689
2.54
690
2.53
691
2.51
692
2.49
693
2.46
694
2.45
695
2.43
696
2.42
697
2.40
698
2.38
699
2.35
700
2.33
701
2.32
702
2.30
703
2.28
704
2.26
705
2.24
706
2.22
707
2.21
708
2.19
709
2.17
710
2.15
711
2.13
712
2.10
713
2.09
714
2.08
715
2.06
716
2.04
717
2.01
718
2.00
719
1.98
720
1.96
721
1.94
722
1.92
723
1.90
724
1.88
725
1.87
726
1.85
727
1.83
728
1.81
729
1.79
730
1.77
731
1.75
732
1.74
733
1.72
734
1.70
735
1.67
736
1.66
737
1.64
738
1.62
739
1.60
740
1.58
741
742
1.57
743
1.55
744
1.53
1.51
745
1.49
746
Page 10 of 11
Inflow
(cfs)
1.02
1.01
1.00
1.00
0.99
0.98
0.98
0.97
0.96
0.95
0.95
0.94
0.93
0.93
0.92
0.91
0.91
0.90
0.89
0.89
0.88
0.87
0.86
0.86
0.85
0.84
0.84
0.83
0.82
0.82
0.81
0.80
0.80
0.79
0.78
0.77
0.77
0.76
0.75
0.75
0.74
0.73
0.73
0.72
0.71
0.71
0.70
0.69
0.69
0.68
0.67
0.66
0.66
0.65
0.64
0.64
0.63
0.62
0.62
0.61
0.60
0.60
0.59
0.58
0.57
0.57
0.56
0.55
0.55
0.54
0.53
0.53
0.52
0.51
0.51
0.50
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
3115.13
6.31
3114.54
6.30
3113.54
6.30
3112.12
6.30
3113.89
6.30
3111.64
6.30
3112.58
6.30
3113.10
6.30
3113.21
6.30
3109.30
6.29
3110.38
6.30
3109.24
6.29
3109.49
6.29
3107.52
6.29
3106.93
6.29
3105.94
6.29
3104.52
6.28
3102.69
6.28
3107.65
6.29
3104.99
6.29
3101.91
6.28
3105.62
6.29
3101.72
6.28
3104.60
6.28
3099.86
6.28
3101.91
6.28
3103.55
6.28
3104.77
6.28
3098.37
6.27
3098.76
6.27
3098.73
6.27
3098.29
6.27
3097.43
6.27
3096.16
6.27
3094.47
6.26
3092.37
6.26
3089.85
6.25
3095.92
6.27
3092.57
6.26
3088.81
6.25
3093.63
6.26
3089.04
6.25
3093.03
6.26
3087.61
6.25
3090.77
6.26
3093.52
6.26
3086.85
6.25
3088.76
6.25
3090.26
6.26
3091.35
6.26
3092.02
6.26
3083.28
6.24
3083.12
6.24
3082.54
6.24
3081.55
6.24
3080.14
6.24
3078.32
6.23
3076.09
6.23
3073.44
6.22
3073.37
6.22
3072.89
6.22
3071.99
6.22
3070.68
6.22
3068.96
6.21
3074.61
6.22
3072.06
6.22
3069.09
6.21
3073.50
6.22
3069.70
6.21
3065.48
6.21
3068.64
6.21
3071.40
6.22
3065.93
6.21
3067.86
6.21
3069.36
6.21
3062.65
6.20
Outflow
(cfs)
1.02
1.02
1.02
0.96
1.02
0.96
0.96
0.96
1.02
0.93
0.96
0.93
0.96
0.93
0.93
0.93
0.93
0.81
0.93
0.93
0.81
0.93
0.81
0.93
0.81
0.81
0.81
0.93
0.81
0.81
0.81
0.81
0.81
0.81
0.81
0.81
0.66
0.81
0.81
0.66
0.81
0.66
0.81
0.66
0.66
0.81
0.66
0.66
0.66
0.66
0.81
0.66
0.66
0.66
0.66
0.66
0.66
0.66
0.61
0.61
0.61
0.61
0.61
0.48
0.61
0.61
0.48
0.61
0.61
0.48
0.48
0.61
0.48
0.48
0.61
0.48
Area A
Duration
(min)
747
748
749
750
751
752
753
754
755
756
757
758
759
760
761
762
763
764
765
766
767
768
769
770
771
772
773
774
775
776
777
778
779
780
781
782
783
784
785
786
787
788
789
790
791
792
793
794
795
796
797
798
799
800
801
802
803
804
805
806
807
808
809
810
811
812
813
814
815
816
817
818
819
820
821
822
Inflow
(cfs)
1.43
1.41
1.39
1.37
1.35
1.33
1.31
1.29
1.27
1.25
1.24
1.22
1.20
1.18
1.16
1.14
1.12
1.10
1.08
1.06
1.05
1.03
1.01
0.99
0.97
0.95
0.93
0.91
0.89
0.87
0.86
0.84
0.82
0.80
0.78
0.76
0.74
0.72
0.70
0.68
0.67
0.65
0.63
0.61
0.59
0.57
0.55
0.53
0.51
0.49
0.48
0.46
0.44
0.42
0.40
0.38
0.36
0.34
0.32
0.30
0.29
0.27
0.25
0.23
0.21
0.19
0.17
0.15
0.13
0.11
0.10
0.08
0.06
0.04
0.02
0.00
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
7691.29
6.38
7687.47
6.38
7683.70
6.38
7679.99
6.38
7675.74
6.37
7671.55
6.37
7668.02
6.37
7663.95
6.36
7659.94
6.36
7655.99
6.36
7652.10
6.35
7648.27
6.35
7644.49
6.35
7640.18
6.34
7636.53
6.34
7631.74
6.34
7627.61
6.33
7624.74
6.33
7620.73
6.33
7615.58
6.32
7612.28
6.32
7607.85
6.32
7607.08
6.32
7605.17
6.31
7602.11
6.31
7597.92
6.31
7592.59
6.30
7586.12
6.30
7582.10
6.29
7578.75
6.29
7574.26
6.29
7568.62
6.28
7569.05
6.28
7561.13
6.28
7559.28
6.28
7556.29
6.27
7552.15
6.27
7546.88
6.27
7540.46
6.26
7532.91
6.25
7533.21
6.25
7532.38
6.25
7530.40
6.25
7527.29
6.25
7523.03
6.25
7517.64
6.24
7511.10
6.24
7503.42
6.23
7494.61
6.22
7487.65
6.22
7479.56
6.21
7478.12
6.21
7475.54
6.21
7471.83
6.20
7466.97
6.20
7460.97
6.19
7453.84
6.19
7445.56
6.18
7447.54
6.18
7436.98
6.17
7436.68
6.17
7435.25
6.17
7432.67
6.17
7428.95
6.17
7424.09
6.16
7418.09
6.16
7410.95
6.15
7402.68
6.15
7393.26
6.14
7382.70
6.13
7375.20
6.12
7366.56
6.12
7356.78
6.11
7353.06
6.10
7348.20
6.10
7342.20
6.10
Area B
Outflow
Duration
(cfs)
(min)
1.47
747
1.45
748
1.43
749
1.42
750
1.40
751
1.37
752
1.36
753
1.34
754
1.32
755
1.30
756
1.28
757
1.26
758
1.25
759
1.22
760
1.22
761
1.19
762
1.15
763
1.15
764
1.15
765
1.10
766
1.10
767
1.02
768
1.02
769
1.02
770
1.02
771
1.02
772
1.02
773
0.96
774
0.93
775
0.93
776
0.93
777
0.81
778
0.93
779
0.81
780
781
0.81
0.81
782
0.81
783
0.81
784
0.81
785
0.66
786
0.66
787
0.66
788
0.66
789
0.66
790
0.66
791
0.66
792
0.66
793
0.66
794
0.61
795
0.61
796
0.48
797
0.48
798
0.48
799
0.48
800
0.48
801
0.48
802
0.48
803
0.29
804
0.48
805
0.29
806
0.29
807
0.29
808
0.29
809
0.29
810
0.29
811
0.29
812
0.29
813
0.29
814
0.29
815
816
0.22
817
0.22
818
0.22
0.10
0.10
0.10
0.10
Page 11 of 11
Inflow
(cfs)
0.49
0.48
0.48
0.47
0.46
0.46
0.45
0.44
0.44
0.43
0.42
0.42
0.41
0.40
0.39
0.39
0.38
0.37
0.37
0.36
0.35
0.35
0.34
0.33
0.33
0.32
0.31
0.30
0.30
0.29
0.28
0.28
0.27
0.26
0.26
0.25
0.24
0.24
0.23
0.22
0.21
0.21
0.20
0.19
0.19
0.18
0.17
0.17
0.16
0.15
0.15
0.14
0.13
0.12
0.12
0.11
0.10
0.10
0.09
0.08
0.08
0.07
0.06
0.06
0.05
0.04
0.03
0.03
0.02
0.01
0.01
0.00
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
3063.33
6.20
3063.59
6.20
3063.44
6.20
3062.87
6.20
3061.88
6.20
3060.48
6.20
3058.67
6.19
3056.44
6.19
3053.79
6.18
3062.13
6.20
3058.66
6.19
3054.77
6.18
3050.46
6.18
3057.14
6.19
3052.01
6.18
3057.86
6.19
3051.89
6.18
3056.91
6.19
3050.11
6.17
3054.30
6.18
3046.67
6.17
3050.03
6.17
3052.97
6.18
3055.50
6.19
3046.21
6.17
3047.91
6.17
3049.19
6.17
3050.06
6.17
3050.51
6.18
3050.55
6.18
3050.17
6.17
3049.38
6.17
3048.17
6.17
3046.54
6.17
3044.50
6.16
3042.05
6.16
3039.18
6.15
3035.90
6.15
3032.20
6.14
3028.08
6.13
3027.75
6.13
3027.01
6.13
3025.85
6.13
3024.27
6.12
3022.28
6.12
3019.87
6.11
3017.05
6.11
3021.02
6.12
3017.36
6.11
3020.50
6.11
3016.02
6.11
3018.32
6.11
3020.21
6.11
3014.48
6.10
3015.54
6.10
3016.18
6.11
3016.41
6.11
3016.22
6.11
3015.62
6.10
3014.60
6.10
3013.17
6.10
3011.32
6.10
3009.05
6.09
3006.38
6.09
3003.28
6.08
2999.77
6.07
2995.85
6.06
2997.51
6.07
2992.75
6.06
2993.58
6.06
2994.00
6.06
2994.00
6.06
Outflow
(cfs)
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.29
0.48
0.48
0.48
0.29
0.48
0.29
0.48
0.29
0.48
0.29
0.48
0.29
0.29
0.29
0.48
0.29
0.29
0.29
0.29
0.29
0.29
0.29
0.29
0.29
0.29
0.29
0.29
0.29
0.29
0.29
0.22
0.22
0.22
0.22
0.22
0.22
0.22
0.10
0.22
0.10
0.22
0.10
0.10
0.22
0.10
0.10
0.10
0.10
0.10
0.10
0.10
0.10
0.10
0.10
0.10
0.10
0.10
0.00
0.10
0.00
0.00
0.00
0.00
CLIENT
PROJECT
DETAIL
Carlsbad Desalter
Pre-Dev. Hydrology - 100 Yr Event
I = 7.44 P6D-0.645
Link
P6
2.50
= 2.50
=
=
P24
4.50
Drainage
Area
A
B
C
(SF)
Area (SF)
Area (SF)
95,748
74,186
21,341
96,350
64,661
31,692
65,401
38,834
26,135
257,499
c = 0.25
11.9L3
D = Duration (tc) =
(
)
E
JOB NO.
Poseidon
56%
DATE CHECKED
CHECKED BY
8/3/2009
JED
Duration
(tc) (Min)
3.88
3.72
3.60
Intensity
7.76
7.97
8.14
Isopluvial (Inches)
Isopluvial (Inches)
=
=
4.5
2.5
Permeable Areas
c = 0.25
Impervious Areas
c = 0.90
Adjusted c value:
Impervious
Area
0.90 x
+ 0.25 x
c =
Total Area
Peak Discharge
Q= c i A
COMPUTED BY
1
7/31/2009
CDF
Q (cfs)
VOL (acre-inch)
6.73
2.17
8.18
2.56
6.21
1.91
Drainage
Area
A
B
C
I = 7.44P6D-0.645
Storm Volume
VOL = c P6 A
DATE
OF
c = 0.90
0.385
1
precipitation.
Length,L (FT)
E (FT)
480
11
570
20.5
436
10
Adjusted c
0.39
0.46
0.51
PAGE
Pervious Area
Runoff Volume,
VOL (cf)
7,865
9,310
6,923
CLIENT
JOB NO.
Poseidon
PROJECT
Carlsbad Desalter
DETAIL
I = 7.44 P6D-0.645
Link
P6
2.50
= 2.50
=
=
56%
4.50
P24
Drainage
Area
A
B
Total Area
(SF)
Adjusted c
186,504
0.25
90,521
0.25
277,025
Watercourse
Length,L (FT)
672
455
c = 0.25
11.9L3
D = Duration (tc) =
(
)
E
Change in Elev.,
E (FT)
6.5
43
DATE CHECKED
CHECKED BY
8/3/2009
JED
Isopluvial (Inches)
Isopluvial (Inches)
=
=
Storm Volume
VOL = c P6 A
Peak Discharge
Q= c i A
COMPUTED BY
Q (cfs)
VOL (acre-inch)
5.67
2.68
5.89
1.30
Drainage
Area
A
B
Runoff Volume,
VOL (cf)
9,714
4,715
4.5
2.5
Permeable Areas
c = 0.25
Impervious Areas
c = 0.90
Pervious Area
DATE
Intensity
5.30
11.33
I = 7.44P6D-0.645
Adjusted c value:
Impervious
0.90 x
+ 0.25 x
Area
c =
Total Area
1
precipitation.
c = 0.90
0.385
Duration (tc)
(Min)
7.00
2.16
PAGE
OF
1
7/31/2009
CDF
CLIENT
PROJECT
DETAIL
JOB NO.
Poseidon
Carlsbad Desalter
DATE CHECKED
CHECKED BY
Interim-Dev. Hydrology 100-Yr Event (Drainage Area A)
Q10 =
4.09
cfs
TC =
7.00
min
P6 =
C=
A=
2.5
0.25
186,504
in
sf
-0.645
I = 7.44 x P6 x D
IxD
Vol =
60
Vol = V1 - V0
I (incr) = V/ t
Q = ciA
D
(min)
0
I
(in/hr)
0.00
Vol
(in)
0.00
Vol
(in)
0.70
I (incr)
(in/hr)
4.21
10
20
30
40
50
60
70
80
90
100
110
120
130
140
150
160
170
180
190
200
210
220
230
240
250
260
270
280
290
300
310
320
330
340
350
360
4.21
2.69
2.07
1.72
1.49
1.33
1.20
1.10
1.02
0.95
0.90
0.85
0.81
0.77
0.73
0.70
0.68
0.65
0.63
0.61
0.59
0.57
0.56
0.54
0.53
0.52
0.50
0.49
0.48
0.47
0.46
0.45
0.44
0.43
0.43
0.42
0.70
0.90
1.04
1.15
1.24
1.33
1.40
1.47
1.53
1.59
1.64
1.70
1.75
1.79
1.84
1.88
1.92
1.96
2.00
2.03
2.07
2.10
2.14
2.17
2.20
2.23
2.26
2.29
2.32
2.35
2.38
2.40
2.43
2.45
2.48
2.51
0.20
0.14
0.11
0.09
0.08
0.07
0.07
0.06
0.06
0.05
0.05
0.05
0.05
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.02
0.00
1.18
0.83
0.67
0.57
0.50
0.45
0.41
0.38
0.35
0.33
0.31
0.29
0.28
0.27
0.26
0.25
0.24
0.23
0.22
0.21
0.21
0.20
0.20
0.19
0.19
0.18
0.18
0.17
0.17
0.16
0.16
0.16
0.16
0.15
0.15
0.00
Q
(cfs)
4.55
Vol
(cf)
2728
1.27
0.90
0.72
0.61
0.54
0.48
0.44
0.41
0.38
0.35
0.33
0.32
0.30
0.29
0.28
0.26
0.25
0.25
0.24
0.23
0.22
0.22
0.21
0.21
0.20
0.19
0.19
0.19
0.18
0.18
0.17
0.17
0.17
0.16
0.16
0.00
SUM =
761
540
433
368
323
290
264
244
227
213
200
190
181
173
165
159
153
147
143
138
134
130
126
123
120
117
114
112
109
107
105
103
101
99
97
0
9734
0.22
Check:
OK
cubic feet
acre-feet
V = c x A x P6
V = 0.22 acre-feet
PAGE
9/8/2009
JED
1
DATE
COMPUTED BY
OF
1
9/8/2009
CDF
CLIENT
PROJECT
DETAIL
JOB NO.
Poseidon
Carlsbad Desalter
DATE CHECKED
CHECKED BY
Interim-Dev. Hydrology 100-Yr Event (Drainage Area B)
Q10 =
4.24
cfs
TC =
2.16
min
P6 =
C=
A=
2.5
0.25
90,521
in
sf
I = 7.44 x P6 x D-0.645
IxD
Vol =
60
Vol = V1 - V0
I (incr) = V/ t
Q = ciA
D
(min)
0
I
(in/hr)
0.00
Vol
(in)
0.00
Vol
(in)
0.70
I (incr)
(in/hr)
4.21
10
20
30
40
50
60
70
80
90
100
110
120
130
140
150
160
170
180
190
200
210
220
230
240
250
260
270
280
290
300
310
320
330
340
350
360
4.21
2.69
2.07
1.72
1.49
1.33
1.20
1.10
1.02
0.95
0.90
0.85
0.81
0.77
0.73
0.70
0.68
0.65
0.63
0.61
0.59
0.57
0.56
0.54
0.53
0.52
0.50
0.49
0.48
0.47
0.46
0.45
0.44
0.43
0.43
0.42
0.70
0.90
1.04
1.15
1.24
1.33
1.40
1.47
1.53
1.59
1.64
1.70
1.75
1.79
1.84
1.88
1.92
1.96
2.00
2.03
2.07
2.10
2.14
2.17
2.20
2.23
2.26
2.29
2.32
2.35
2.38
2.40
2.43
2.45
2.48
2.51
0.20
0.14
0.11
0.09
0.08
0.07
0.07
0.06
0.06
0.05
0.05
0.05
0.05
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.02
0.00
1.18
0.83
0.67
0.57
0.50
0.45
0.41
0.38
0.35
0.33
0.31
0.29
0.28
0.27
0.26
0.25
0.24
0.23
0.22
0.21
0.21
0.20
0.20
0.19
0.19
0.18
0.18
0.17
0.17
0.16
0.16
0.16
0.16
0.15
0.15
0.00
Q
(cfs)
2.21
Vol
(cf)
1324
0.62
0.44
0.35
0.30
0.26
0.23
0.21
0.20
0.18
0.17
0.16
0.15
0.15
0.14
0.13
0.13
0.12
0.12
0.12
0.11
0.11
0.11
0.10
0.10
0.10
0.09
0.09
0.09
0.09
0.09
0.08
0.08
0.08
0.08
0.08
0.00
SUM =
369
262
210
179
157
141
128
118
110
103
97
92
88
84
80
77
74
72
69
67
65
63
61
60
58
57
55
54
53
52
51
50
49
48
47
0
4725
0.11
Check:
OK
cubic feet
acre-feet
V = c x A x P6
V = 0.11 acre-feet
PAGE
9/8/2009
JED
1
DATE
COMPUTED BY
OF
1
9/8/2009
CDF
CLIENT
PROJECT
DETAIL
JOB NO.
Poseidon
PAGE
DATE CHECKED
Carlsbad Desalter
9/8/2009
CHECKED BY
1
DATE
OF
9/8/2009
COMPUTED BY
JED
1
CDF
from San Diego County Rational Method Hydrograph Program
Area A
Area B
D
(min)
0
7
14
Q
(cfs)
0
0.2
0.2
D
(min)
0
5
10
Q
(cfs)
0
0.1
0.1
D
(min)
330
335
340
Q
(cfs)
0.1
0.1
0.1
21
28
35
42
49
56
63
70
77
84
91
98
105
112
119
126
133
140
147
154
161
168
175
182
189
196
203
210
217
224
231
238
245
252
259
266
273
280
287
294
301
308
315
322
329
336
343
350
357
364
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.3
0.3
0.3
0.3
0.3
0.3
0.4
0.4
0.4
0.4
0.5
0.5
0.7
0.8
1.1
3.2
4.09
0.9
0.6
0.5
0.4
0.3
0.3
0.3
0.3
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0
15
20
25
30
35
40
45
50
55
60
65
70
75
80
85
90
95
100
105
110
115
120
125
130
135
140
145
150
155
160
165
170
175
180
185
190
195
200
205
210
215
220
225
230
235
240
245
250
255
260
265
270
275
280
285
290
295
300
305
310
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.3
0.3
0.3
0.3
0.4
0.5
0.7
1.1
4.24
0.5
0.3
0.2
0.2
0.2
0.2
0.2
0.2
0.1
0.1
0.1
0.1
0.1
345
350
355
360
365
0.1
0.1
0.1
0.1
0
Area A
4.5
4
Flow Rate (cfs)
3.5
3
2.5
2
1.5
1
0.5
0
0
50
100
150
200
250
300
350
400
250
300
350
400
Time (min)
Area B
4.5
4
Flow Rate (cfs)
3.5
3
2.5
2
1.5
1
0.5
0
0
50
100
150
200
Time (min)
CLIENT
PROJECT
DETAIL
Carlsbad Desalter
Post-Dev. Hydrology - 100 Yr Event
I = 7.44 P6D-0.645
Link
= 2.50
2.50
P6
=
=
4.50
P24
Drainage
Area
A
B
(SF)
Area (SF)
Area (SF)
21,221
130,733
152,752
38,467
105,792
68,054
258,544
c = 0.25
11.9L3
D = Duration (tc) =
)
(
E
56%
PAGE
DATE CHECKED
CHECKED BY
8/3/2009
DATE
OF
1
7/31/2009
COMPUTED BY
JED
Duration
(tc) (Min)
5.90
6.89
Intensity
5.92
5.36
CDF
VOL (acre-inch)
Q (cfs)
7.06
16.71
4.07
8.72
c = 0.90
Drainage
Area
A
B
Isopluvial (Inches)
Isopluvial (Inches)
=
=
Runoff Volume,
VOL (cf)
25,618
14,764
40,382
CUDO 2 Units,
EA
1,664
959
4.5
2.5
I = 7.44P6D-0.645
Permeable Areas
c = 0.25
Impervious Areas
c = 0.90
Adjusted c value:
Impervious
0.90 x
+ 0.25 x
Area
c =
Total Area
Storm Volume
VOL = c P6 A
1
precipitation.
Length,L (FT)
E (FT)
8.5
634
7.5
695
Adjusted c
0.80
0.67
0.385
JOB NO.
Poseidon
Pervious Area
Peak Discharge
Q= c i A
CUDO 2 Units are manufactured by Cudo Stormwater Products, Inc. and are capable of storing 30.8 CF of water per unit.
CUDO 2 Dimensions are 2 ft. x 2 ft. x 8 ft tall.
CUDO Units
Area, SF
6,656
3,836
CLIENT
PROJECT
DETAIL
JOB NO.
Poseidon
Carlsbad Desalter
DATE CHECKED
CHECKED BY
Post-Dev. Hydrology 100-Yr Event (Drainage Area A)
Q10 =
12.03
cfs
TC =
5.90
min
P6 =
C=
A=
2.5
0.8
152,752
in
sf
I = 7.44 x P6 x D-0.645
IxD
Vol =
60
Vol = V1 - V0
I (incr) = V/ t
Q = ciA
D
(min)
0
I
(in/hr)
0.00
Vol
(in)
0.00
Vol
(in)
0.70
I (incr)
(in/hr)
4.21
10
20
30
40
50
60
70
80
90
100
110
120
130
140
150
160
170
180
190
200
210
220
230
240
250
260
270
280
290
300
310
320
330
340
350
360
4.21
2.69
2.07
1.72
1.49
1.33
1.20
1.10
1.02
0.95
0.90
0.85
0.81
0.77
0.73
0.70
0.68
0.65
0.63
0.61
0.59
0.57
0.56
0.54
0.53
0.52
0.50
0.49
0.48
0.47
0.46
0.45
0.44
0.43
0.43
0.42
0.70
0.90
1.04
1.15
1.24
1.33
1.40
1.47
1.53
1.59
1.64
1.70
1.75
1.79
1.84
1.88
1.92
1.96
2.00
2.03
2.07
2.10
2.14
2.17
2.20
2.23
2.26
2.29
2.32
2.35
2.38
2.40
2.43
2.45
2.48
2.51
0.20
0.14
0.11
0.09
0.08
0.07
0.07
0.06
0.06
0.05
0.05
0.05
0.05
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.02
0.00
1.18
0.83
0.67
0.57
0.50
0.45
0.41
0.38
0.35
0.33
0.31
0.29
0.28
0.27
0.26
0.25
0.24
0.23
0.22
0.21
0.21
0.20
0.20
0.19
0.19
0.18
0.18
0.17
0.17
0.16
0.16
0.16
0.16
0.15
0.15
0.00
Q
(cfs)
11.92
Vol
(cf)
7149
3.32
2.36
1.89
1.61
1.41
1.27
1.15
1.06
0.99
0.93
0.88
0.83
0.79
0.75
0.72
0.69
0.67
0.64
0.62
0.60
0.58
0.57
0.55
0.54
0.52
0.51
0.50
0.49
0.48
0.47
0.46
0.45
0.44
0.43
0.42
0.00
SUM =
1995
1416
1135
964
846
760
692
639
594
557
525
498
474
452
433
416
401
387
374
362
351
341
331
322
314
307
299
293
286
280
274
269
264
259
254
0
25512
0.59
Check:
OK
cubic feet
acre-feet
V = c x A x P6
V = 0.58 acre-feet
PAGE
9/8/2009
JED
1
DATE
COMPUTED BY
OF
1
9/8/2009
CDF
CLIENT
PROJECT
DETAIL
JOB NO.
Poseidon
Carlsbad Desalter
DATE CHECKED
CHECKED BY
Post-Dev. Hydrology 100-Yr Event (Drainage Area B)
Q10 =
6.28
cfs
TC =
6.89
min
P6 =
C=
A=
2.5
0.67
105,792
in
sf
I = 7.44 x P6 x D-0.645
IxD
Vol =
60
Vol = V1 - V0
I (incr) = V/ t
Q = ciA
D
(min)
0
I
(in/hr)
0.00
Vol
(in)
0.00
Vol
(in)
0.70
I (incr)
(in/hr)
4.21
10
20
30
40
50
60
70
80
90
100
110
120
130
140
150
160
170
180
190
200
210
220
230
240
250
260
270
280
290
300
310
320
330
340
350
360
4.21
2.69
2.07
1.72
1.49
1.33
1.20
1.10
1.02
0.95
0.90
0.85
0.81
0.77
0.73
0.70
0.68
0.65
0.63
0.61
0.59
0.57
0.56
0.54
0.53
0.52
0.50
0.49
0.48
0.47
0.46
0.45
0.44
0.43
0.43
0.42
0.70
0.90
1.04
1.15
1.24
1.33
1.40
1.47
1.53
1.59
1.64
1.70
1.75
1.79
1.84
1.88
1.92
1.96
2.00
2.03
2.07
2.10
2.14
2.17
2.20
2.23
2.26
2.29
2.32
2.35
2.38
2.40
2.43
2.45
2.48
2.51
0.20
0.14
0.11
0.09
0.08
0.07
0.07
0.06
0.06
0.05
0.05
0.05
0.05
0.04
0.04
0.04
0.04
0.04
0.04
0.04
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.03
0.02
0.00
1.18
0.83
0.67
0.57
0.50
0.45
0.41
0.38
0.35
0.33
0.31
0.29
0.28
0.27
0.26
0.25
0.24
0.23
0.22
0.21
0.21
0.20
0.20
0.19
0.19
0.18
0.18
0.17
0.17
0.16
0.16
0.16
0.16
0.15
0.15
0.00
Q
(cfs)
6.91
Vol
(cf)
4147
1.93
1.37
1.10
0.93
0.82
0.73
0.67
0.62
0.57
0.54
0.51
0.48
0.46
0.44
0.42
0.40
0.39
0.37
0.36
0.35
0.34
0.33
0.32
0.31
0.30
0.30
0.29
0.28
0.28
0.27
0.27
0.26
0.25
0.25
0.25
0.00
SUM =
1157
821
659
559
491
441
402
370
345
323
305
289
275
262
251
241
232
224
217
210
203
198
192
187
182
178
174
170
166
162
159
156
153
150
147
0
14798
0.34
Check:
OK
cubic feet
acre-feet
V = c x A x P6
V = 0.34 acre-feet
PAGE
9/8/2009
JED
1
DATE
COMPUTED BY
OF
1
9/8/2009
CDF
CLIENT
PROJECT
DETAIL
JOB NO.
Poseidon
DATE CHECKED
Carlsbad Desalter
CHECKED BY
from San Diego County Rational Method Hydrograph Program
Area A
PAGE
9/8/2009
1
OF
DATE
9/8/2009
COMPUTED BY
JED
CDF
Unit Hydrograph
from Eq. 4-10 of the SD County Hydrology Manual
Area B
D
Q
D
Q
(min)
0
6
12
(cfs)
0
0.4
0.4
(min)
0
7
14
(cfs)
0
0.2
0.2
18
24
30
0.4
0.4
0.4
21
28
35
0.3
0.3
0.3
Area A
Tr = 411
Tr = 1.67Tp
36
0.5
42
0.3
qp = 7.1
42
48
54
60
66
72
78
84
90
96
102
108
114
120
126
132
138
144
150
156
162
168
174
180
186
192
198
204
210
216
222
228
234
240
246
252
258
264
270
276
282
288
294
300
306
312
318
324
330
336
342
348
354
360
366
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.5
0.6
0.6
0.6
0.6
0.6
0.6
0.7
0.7
0.7
0.7
0.8
0.8
0.8
0.9
0.9
1.0
1.0
1.1
1.2
1.3
1.5
1.6
1.9
2.2
3.3
9.0
12.03
2.6
1.7
1.4
1.1
1.0
0.9
0.8
0.7
0.7
0.6
0.6
0.6
0.5
0.5
0.5
0.5
0.5
0.4
0.4
0
49
56
63
70
77
84
91
98
105
112
119
126
133
140
147
154
161
168
175
182
189
196
203
210
217
224
231
238
245
252
259
266
273
280
287
294
301
308
315
322
329
336
343
350
357
364
0.3
0.3
0.3
0.3
0.3
0.3
0.3
0.3
0.3
0.4
0.4
0.4
0.4
0.4
0.4
0.5
0.5
0.5
0.5
0.6
0.6
0.7
0.8
0.8
1.0
1.2
1.7
4.8
6.28
1.4
0.9
0.7
0.6
0.5
0.5
0.4
0.4
0.4
0.3
0.3
0.3
0.3
0.3
0.3
0.3
0
qp = KAQa/Tp
K = 484
A in square miles
Tp in hours
min
cfs
Area B
Tr = 4.09
qp = 2.83
min
cfs
Flow Rate (cfs)
Area A
8
7
6
5
4
3
2
1
0
0
411
822
Time (min)
Area B
3
Flow Rate (cf)
2.5
2
1.5
1
0.5
0
0
409
Time (min)
1
818
CLIENT
PROJECT
DETAIL
Area A
Duration
(min)
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
Inflow
(cfs)
0.00
0.02
0.03
0.05
0.07
0.09
0.10
0.12
0.14
0.16
0.17
0.19
0.21
0.22
0.24
0.26
0.28
0.29
0.31
0.33
0.35
0.36
0.38
0.40
0.41
0.43
0.45
0.47
0.48
0.50
0.52
0.54
0.55
0.57
0.59
0.60
0.62
0.64
0.66
0.67
0.69
0.71
0.73
0.74
0.76
0.78
0.79
0.81
0.83
0.85
0.86
0.88
0.90
0.92
0.93
0.95
0.97
0.98
1.00
1.02
1.04
1.05
1.07
1.09
1.11
1.12
1.14
Poseidon
Carlsbad Desalter
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
0.00
0.00
1.04
0.00
3.11
0.00
6.22
0.01
10.36
0.01
15.55
0.01
21.77
0.02
29.02
0.02
37.31
0.03
46.64
0.04
57.01
0.05
68.41
0.06
80.85
0.07
94.32
0.08
108.83
0.09
124.38
0.10
140.96
0.12
158.58
0.13
177.24
0.15
196.93
0.16
217.66
0.18
239.43
0.20
262.23
0.22
286.07
0.24
310.95
0.26
336.86
0.28
363.81
0.30
391.80
0.33
420.82
0.35
450.88
0.37
481.97
0.40
514.10
0.43
547.27
0.45
581.47
0.48
616.72
0.51
652.99
0.54
690.31
0.57
728.66
0.60
768.04
0.64
808.47
0.67
849.93
0.71
892.42
0.74
935.96
0.78
980.53
0.81
1026.13
0.85
1072.77
0.89
1120.45
0.93
1169.17
0.97
1218.92
1.01
1269.71
1.05
1321.53
1.10
1374.39
1.14
1428.29
1.19
1483.23
1.23
1539.20
1.28
1596.20
1.33
1654.25
1.37
1713.33
1.42
1773.45
1.47
1834.60
1.52
1896.79
1.57
1960.01
1.63
2024.28
1.68
2089.58
1.73
2155.91
1.79
2223.28
1.85
2291.69
1.90
JOB NO.
PAGE
DATE CHECKED
CHECKED BY
Area B
Outflow
Duration
(cfs)
(min)
0.00
0
0.00
1
0.00
2
0.00
3
0.00
4
0.00
5
0.00
6
0.00
7
0.00
8
0.00
9
0.00
10
0.00
11
0.00
12
0.00
13
0.00
14
0.00
15
0.00
16
0.00
17
0.00
18
0.00
19
0.00
20
0.00
21
0.00
22
0.00
23
0.00
24
0.00
25
0.00
26
0.00
27
0.00
28
0.00
29
0.00
30
0.00
31
0.00
32
0.00
33
0.00
34
0.00
35
0.00
36
0.00
37
0.00
38
0.00
39
0.00
40
0.00
41
0.00
42
0.00
43
0.00
44
0.00
45
0.00
46
0.00
47
0.00
48
0.00
49
0.00
50
0.00
51
0.00
52
0.00
53
0.00
54
0.00
55
0.00
56
0.00
57
0.00
58
0.00
59
0.00
60
0.00
61
0.00
62
0.00
63
0.00
64
0.00
65
0.00
66
Page 1 of 11
Inflow
(cfs)
0.00
0.01
0.01
0.02
0.03
0.03
0.04
0.05
0.06
0.06
0.07
0.08
0.08
0.09
0.10
0.10
0.11
0.12
0.12
0.13
0.14
0.15
0.15
0.16
0.17
0.17
0.18
0.19
0.19
0.20
0.21
0.21
0.22
0.23
0.24
0.24
0.25
0.26
0.26
0.27
0.28
0.28
0.29
0.30
0.30
0.31
0.32
0.33
0.33
0.34
0.35
0.35
0.36
0.37
0.37
0.38
0.39
0.39
0.40
0.41
0.42
0.42
0.43
0.44
0.44
0.45
0.46
9/8/2009
JED
1
DATE
OF
11
9/8/2009
COMPUTED BY
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
0.00
0.00
0.42
0.00
1.25
0.00
2.49
0.01
4.15
0.01
6.23
0.01
8.72
0.02
11.62
0.02
14.95
0.03
18.68
0.04
22.83
0.05
27.40
0.06
32.38
0.07
37.78
0.08
43.59
0.09
49.82
0.10
56.46
0.11
63.52
0.13
70.99
0.14
78.88
0.16
87.18
0.18
95.90
0.19
105.04
0.21
114.58
0.23
124.55
0.25
134.93
0.27
145.72
0.29
156.93
0.32
168.55
0.34
180.59
0.37
193.05
0.39
205.92
0.42
219.20
0.44
232.90
0.47
247.02
0.50
261.55
0.53
276.50
0.56
291.86
0.59
307.63
0.62
323.82
0.66
340.43
0.69
357.45
0.72
374.89
0.76
392.74
0.80
411.01
0.83
429.69
0.87
448.79
0.91
468.30
0.95
488.23
0.99
508.57
1.03
529.33
1.07
550.50
1.11
572.09
1.16
594.09
1.20
616.51
1.25
639.34
1.29
662.59
1.34
686.26
1.39
710.34
1.44
734.83
1.49
759.74
1.54
785.07
1.59
810.81
1.64
836.96
1.69
863.53
1.75
890.52
1.80
917.92
1.86
CDF
Outflow
(cfs)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Area A
Duration
(min)
67
68
69
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
96
97
98
99
100
101
102
103
104
105
106
107
108
109
110
111
112
113
114
115
116
117
118
119
120
121
122
123
124
125
126
127
128
129
130
131
132
133
134
135
136
137
138
139
140
141
142
Inflow
(cfs)
1.16
1.17
1.19
1.21
1.23
1.24
1.26
1.28
1.30
1.31
1.33
1.35
1.36
1.38
1.40
1.42
1.43
1.45
1.47
1.49
1.50
1.52
1.54
1.55
1.57
1.59
1.61
1.62
1.64
1.66
1.68
1.69
1.71
1.73
1.74
1.76
1.78
1.80
1.81
1.83
1.85
1.87
1.88
1.90
1.92
1.93
1.95
1.97
1.99
2.00
2.02
2.04
2.06
2.07
2.09
2.11
2.12
2.14
2.16
2.18
2.19
2.21
2.23
2.25
2.26
2.28
2.30
2.31
2.33
2.35
2.37
2.38
2.40
2.42
2.44
2.45
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
2361.14
1.96
2431.62
2.02
2503.14
2.08
2575.69
2.14
2649.28
2.20
2723.91
2.26
2799.58
2.32
2876.28
2.39
2954.01
2.45
3032.79
2.52
3112.60
2.58
3193.45
2.65
3275.33
2.72
3358.25
2.79
3442.20
2.86
3527.20
2.93
3613.23
3.00
3700.29
3.07
3788.39
3.14
3877.53
3.22
3967.71
3.29
4058.92
3.37
4151.17
3.45
4244.45
3.52
4338.77
3.60
4434.13
3.68
4530.53
3.76
4627.96
3.84
4726.42
3.92
4825.93
4.01
4926.47
4.09
5028.04
4.17
5130.66
4.26
5234.31
4.35
5338.99
4.43
5444.72
4.52
5551.47
4.61
5659.27
4.70
5768.10
4.79
5877.97
4.88
5988.88
4.97
6100.82
5.06
6213.80
5.16
6327.81
5.25
6442.86
5.35
6558.95
5.44
6676.07
5.54
6794.23
5.64
6913.43
5.74
7033.66
5.84
7154.93
5.94
7277.24
6.04
7400.58
6.14
7507.56
6.23
7593.38
6.30
7658.63
6.36
7706.92
6.40
7742.45
6.43
7768.81
6.45
7787.81
6.47
7802.44
6.48
7813.31
6.49
7821.62
6.49
7828.57
6.50
7834.15
6.50
7838.96
6.51
7843.02
6.51
7846.91
6.51
7850.64
6.52
7854.20
6.52
7857.60
6.52
7860.84
6.53
7863.91
6.53
7866.82
6.53
7870.16
6.53
7873.35
6.54
Area B
Outflow
Duration
(cfs)
(min)
0.00
67
0.00
68
0.00
69
0.00
70
0.00
71
0.00
72
0.00
73
0.00
74
0.00
75
0.00
76
0.00
77
0.00
78
0.00
79
0.00
80
0.00
81
0.00
82
0.00
83
0.00
84
0.00
85
0.00
86
0.00
87
0.00
88
0.00
89
0.00
90
0.00
91
0.00
92
0.00
93
0.00
94
0.00
95
0.00
96
0.00
97
0.00
98
0.00
99
0.00
100
0.00
101
0.00
102
0.00
103
0.00
104
0.00
105
0.00
106
0.00
107
0.00
108
0.00
109
0.00
110
0.00
111
0.00
112
0.00
113
0.00
114
0.00
115
0.00
116
0.00
117
0.00
118
0.29
119
0.66
120
1.02
121
1.32
122
1.55
123
1.72
124
1.86
125
1.95
126
2.03
127
2.09
128
2.13
129
2.17
130
2.20
131
2.23
132
2.25
133
2.27
134
2.29
135
2.31
136
2.33
137
2.35
138
2.37
139
2.38
140
2.40
141
2.42
142
Page 2 of 11
Inflow
(cfs)
0.46
0.47
0.48
0.48
0.49
0.50
0.51
0.51
0.52
0.53
0.53
0.54
0.55
0.55
0.56
0.57
0.57
0.58
0.59
0.60
0.60
0.61
0.62
0.62
0.63
0.64
0.64
0.65
0.66
0.66
0.67
0.68
0.69
0.69
0.70
0.71
0.71
0.72
0.73
0.73
0.74
0.75
0.75
0.76
0.77
0.77
0.78
0.79
0.80
0.80
0.81
0.82
0.82
0.83
0.84
0.84
0.85
0.86
0.86
0.87
0.88
0.89
0.89
0.90
0.91
0.91
0.92
0.93
0.93
0.94
0.95
0.95
0.96
0.97
0.98
0.98
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
945.73
1.91
973.96
1.97
1002.61
2.03
1031.67
2.09
1061.15
2.15
1091.04
2.21
1121.34
2.27
1152.07
2.33
1183.20
2.40
1214.76
2.46
1246.72
2.52
1279.10
2.59
1311.90
2.66
1345.11
2.72
1378.74
2.79
1412.79
2.86
1447.24
2.93
1482.12
3.00
1517.41
3.07
1553.11
3.14
1589.23
3.22
1625.76
3.29
1662.71
3.37
1700.08
3.44
1737.86
3.52
1776.05
3.60
1814.66
3.67
1853.68
3.75
1893.12
3.83
1932.98
3.91
1973.25
3.99
2013.94
4.08
2055.04
4.16
2096.55
4.24
2138.48
4.33
2180.83
4.41
2223.59
4.50
2266.77
4.59
2310.36
4.68
2354.37
4.77
2398.79
4.86
2443.63
4.95
2488.88
5.04
2534.55
5.13
2580.63
5.22
2627.13
5.32
2674.04
5.41
2721.37
5.51
2769.11
5.61
2817.27
5.70
2865.84
5.80
2914.83
5.90
2964.23
6.00
3014.05
6.10
3058.29
6.19
3080.14
6.24
3091.60
6.26
3094.48
6.26
3097.78
6.27
3101.49
6.28
3105.61
6.29
3102.95
6.28
3107.91
6.29
3106.08
6.29
3104.66
6.28
3103.67
6.28
3110.28
6.30
3108.31
6.29
3108.56
6.29
3109.22
6.29
3110.30
6.30
3109.99
6.30
3110.10
6.30
3110.62
6.30
3111.56
6.30
3112.91
6.30
Outflow
(cfs)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.10
0.48
0.66
0.81
0.81
0.81
0.81
0.93
0.81
0.93
0.93
0.93
0.81
0.96
0.93
0.93
0.93
0.96
0.96
0.96
0.96
0.96
0.96
Area A
Duration
(min)
143
144
145
146
147
148
149
150
151
152
153
154
155
156
157
158
159
160
161
162
163
164
165
166
167
168
169
170
171
172
173
174
175
176
177
178
179
180
181
182
183
184
185
186
187
188
189
190
191
192
193
194
195
196
197
198
199
200
201
202
203
204
205
206
207
208
209
210
211
212
213
214
215
216
217
218
Inflow
(cfs)
2.47
2.49
2.50
2.52
2.54
2.56
2.57
2.59
2.61
2.63
2.64
2.66
2.68
2.69
2.71
2.73
2.75
2.76
2.78
2.80
2.82
2.83
2.85
2.87
2.88
2.90
2.92
2.94
2.95
2.97
2.99
3.01
3.02
3.04
3.06
3.07
3.09
3.11
3.13
3.14
3.16
3.18
3.20
3.21
3.23
3.25
3.26
3.28
3.30
3.32
3.33
3.35
3.37
3.39
3.40
3.42
3.44
3.45
3.47
3.49
3.51
3.52
3.54
3.56
3.58
3.59
3.61
3.63
3.65
3.66
3.68
3.70
3.71
3.73
3.75
3.77
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
7876.37
6.54
7879.22
6.54
7882.51
6.54
7885.64
6.55
7888.61
6.55
7891.41
6.55
7894.65
6.55
7897.72
6.56
7900.63
6.56
7903.38
6.56
7906.56
6.56
7909.58
6.57
7913.04
6.57
7915.73
6.57
7918.86
6.57
7921.83
6.58
7925.23
6.58
7927.87
6.58
7930.95
6.58
7933.86
6.59
7936.61
6.59
7939.20
6.59
7942.22
6.59
7945.08
6.60
7948.97
6.60
7953.90
6.60
7959.87
6.61
7965.07
6.61
7968.32
6.61
7970.19
6.62
7971.91
6.62
7973.46
6.62
7975.44
6.62
7977.87
6.62
7981.33
6.63
7983.42
6.63
7986.56
6.63
7990.13
6.63
7992.33
6.63
7995.57
6.64
7998.65
6.64
8001.57
6.64
8004.92
6.65
8008.11
6.65
8010.53
6.65
8013.39
6.65
8016.09
6.65
8018.63
6.66
8021.00
6.66
8024.40
6.66
8026.45
6.66
8029.53
6.67
8032.45
6.67
8035.20
6.67
8037.79
6.67
8040.81
6.68
8043.08
6.68
8045.78
6.68
8048.31
6.68
8051.88
6.68
8054.09
6.69
8057.34
6.69
8059.22
6.69
8062.14
6.69
8064.89
6.70
8067.48
6.70
8070.51
6.70
8072.78
6.70
8075.48
6.70
8078.01
6.71
8079.79
6.71
8082.60
6.71
8085.85
6.71
8088.93
6.72
8091.85
6.72
8094.60
6.72
Area B
Outflow
Duration
(cfs)
(min)
2.44
143
2.45
144
2.47
145
2.49
146
2.51
147
2.52
148
2.54
149
2.56
150
2.58
151
2.59
152
2.61
153
2.62
154
2.65
155
2.66
156
2.68
157
2.69
158
2.72
159
2.73
160
2.75
161
2.77
162
2.79
163
2.80
164
2.82
165
2.82
166
2.82
167
2.82
168
2.85
169
2.90
170
2.94
171
2.96
172
2.98
173
2.99
174
3.00
175
3.00
176
3.04
177
3.04
178
3.05
179
3.09
180
3.09
181
3.11
182
3.13
183
3.14
184
3.16
185
3.19
186
3.20
187
3.22
188
3.24
189
3.26
190
3.26
191
3.30
192
3.30
193
3.32
194
3.34
195
3.36
196
3.37
197
3.40
198
3.41
199
3.43
200
3.43
201
3.47
202
3.47
203
3.51
204
3.51
205
3.53
206
3.55
207
3.56
208
3.59
209
3.60
210
3.62
211
3.65
212
3.65
213
3.66
214
3.68
215
3.70
216
3.72
217
3.74
218
Page 3 of 11
Inflow
(cfs)
0.99
1.00
1.00
1.01
1.02
1.02
1.03
1.04
1.04
1.05
1.06
1.07
1.07
1.08
1.09
1.09
1.10
1.11
1.11
1.12
1.13
1.13
1.14
1.15
1.16
1.16
1.17
1.18
1.18
1.19
1.20
1.20
1.21
1.22
1.22
1.23
1.24
1.25
1.25
1.26
1.27
1.27
1.28
1.29
1.29
1.30
1.31
1.31
1.32
1.33
1.34
1.34
1.35
1.36
1.36
1.37
1.38
1.38
1.39
1.40
1.40
1.41
1.42
1.43
1.43
1.44
1.45
1.45
1.46
1.47
1.47
1.48
1.49
1.49
1.50
1.51
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
3114.68
6.31
3113.26
6.30
3112.26
6.30
3115.27
6.31
3115.10
6.31
3115.34
6.31
3116.00
6.31
3117.07
6.31
3118.56
6.31
3120.47
6.32
3117.99
6.31
3120.72
6.32
3119.07
6.31
3122.64
6.32
3121.82
6.32
3121.41
6.32
3121.42
6.32
3121.85
6.32
3122.69
6.32
3123.94
6.32
3125.61
6.33
3124.70
6.33
3127.20
6.33
3127.12
6.33
3127.45
6.33
3128.20
6.33
3129.36
6.33
3128.53
6.33
3130.53
6.34
3130.53
6.34
3130.96
6.34
3131.79
6.34
3131.25
6.34
3132.92
6.34
3133.20
6.34
3133.90
6.34
3133.21
6.34
3134.74
6.35
3134.88
6.35
3135.44
6.35
3136.42
6.35
3137.20
6.35
3137.21
6.35
3137.63
6.35
3138.46
6.35
3139.11
6.35
3140.18
6.36
3140.46
6.36
3141.15
6.36
3141.66
6.36
3142.59
6.36
3142.73
6.36
3143.29
6.36
3143.66
6.36
3144.44
6.37
3145.05
6.37
3145.46
6.37
3146.29
6.37
3146.94
6.37
3147.40
6.37
3148.28
6.37
3148.97
6.37
3149.48
6.38
3149.80
6.38
3150.54
6.38
3151.09
6.38
3152.06
6.38
3152.25
6.38
3152.84
6.38
3153.26
6.38
3154.09
6.38
3154.73
6.39
3155.19
6.39
3155.46
6.39
3156.15
6.39
3157.26
6.39
Outflow
(cfs)
1.02
1.02
0.96
1.02
1.02
1.02
1.02
1.02
1.02
1.10
1.02
1.10
1.02
1.10
1.10
1.10
1.10
1.10
1.10
1.10
1.15
1.10
1.15
1.15
1.15
1.15
1.19
1.15
1.19
1.19
1.19
1.22
1.19
1.22
1.22
1.25
1.22
1.25
1.25
1.25
1.26
1.28
1.28
1.28
1.29
1.29
1.31
1.31
1.32
1.32
1.34
1.34
1.35
1.35
1.36
1.37
1.37
1.38
1.39
1.39
1.40
1.41
1.42
1.42
1.43
1.43
1.45
1.45
1.46
1.46
1.47
1.48
1.49
1.49
1.49
1.51
Area A
Duration
(min)
219
220
221
222
223
224
225
226
227
228
229
230
231
232
233
234
235
236
237
238
239
240
241
242
243
244
245
246
247
248
249
250
251
252
253
254
255
256
257
258
259
260
261
262
263
264
265
266
267
268
269
270
271
272
273
274
275
276
277
278
279
280
281
282
283
284
285
286
287
288
289
290
291
292
293
294
Inflow
(cfs)
3.78
3.80
3.82
3.84
3.85
3.87
3.89
3.90
3.92
3.94
3.96
3.97
3.99
4.01
4.03
4.04
4.06
4.08
4.09
4.11
4.13
4.15
4.16
4.18
4.20
4.22
4.23
4.25
4.27
4.28
4.30
4.32
4.34
4.35
4.37
4.39
4.41
4.42
4.44
4.46
4.47
4.49
4.51
4.53
4.54
4.56
4.58
4.60
4.61
4.63
4.65
4.66
4.68
4.70
4.72
4.73
4.75
4.77
4.79
4.80
4.82
4.84
4.85
4.87
4.89
4.91
4.92
4.94
4.96
4.98
4.99
5.01
5.03
5.04
5.06
5.08
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
8097.20
6.72
8099.63
6.72
8102.49
6.73
8105.19
6.73
8107.13
6.73
8110.11
6.73
8113.52
6.74
8115.57
6.74
8118.65
6.74
8121.57
6.74
8124.33
6.74
8126.93
6.75
8129.36
6.75
8131.62
6.75
8133.73
6.75
8136.27
6.75
8138.64
6.76
8142.06
6.76
8145.31
6.76
8147.19
6.76
8150.12
6.77
8152.87
6.77
8155.47
6.77
8157.90
6.77
8160.17
6.77
8162.28
6.78
8164.22
6.78
8167.20
6.78
8170.61
6.78
8172.66
6.78
8175.75
6.79
8178.67
6.79
8181.43
6.79
8184.03
6.79
8186.46
6.80
8188.73
6.80
8190.84
6.80
8192.78
6.80
8194.56
6.80
8196.18
6.80
8198.83
6.81
8201.92
6.81
8205.45
6.81
8208.21
6.81
8209.61
6.82
8210.84
6.82
8213.11
6.82
8215.22
6.82
8218.37
6.82
8221.35
6.82
8222.96
6.83
8225.02
6.83
8227.51
6.83
8231.04
6.83
8234.40
6.84
8237.60
6.84
8239.44
6.84
8241.11
6.84
8243.22
6.84
8245.16
6.84
8248.15
6.85
8250.97
6.85
8253.02
6.85
8254.31
6.85
8256.64
6.85
8259.41
6.86
8262.01
6.86
8264.45
6.86
8266.72
6.86
8268.83
6.86
8271.98
6.87
8273.76
6.87
8275.98
6.87
8279.24
6.87
8282.33
6.88
8285.26
6.88
Area B
Outflow
Duration
(cfs)
(min)
3.76
219
3.77
220
3.79
221
3.82
222
3.82
223
3.83
224
3.87
225
3.87
226
3.89
227
3.91
228
3.93
229
3.95
230
3.97
231
3.99
232
4.00
233
4.02
234
4.02
235
4.04
236
4.08
237
4.08
238
4.10
239
4.12
240
4.14
241
4.16
242
4.18
243
4.20
244
4.20
245
4.21
246
4.25
247
4.25
248
4.27
249
4.29
250
4.31
251
4.33
252
4.35
253
4.37
254
4.39
255
4.41
256
4.43
257
4.43
258
4.44
259
4.45
260
4.48
261
4.52
262
4.54
263
4.54
264
4.56
265
4.56
266
4.58
267
4.62
268
4.63
269
4.64
270
4.64
271
4.66
272
4.68
273
4.72
274
4.74
275
4.75
276
4.77
277
4.77
278
4.79
279
4.82
280
4.85
281
4.85
282
4.86
283
4.88
284
4.90
285
4.92
286
4.94
287
4.94
288
4.98
289
4.99
290
4.99
291
5.01
292
5.03
293
5.05
294
Page 4 of 11
Inflow
(cfs)
1.52
1.52
1.53
1.54
1.54
1.55
1.56
1.56
1.57
1.58
1.58
1.59
1.60
1.61
1.61
1.62
1.63
1.63
1.64
1.65
1.65
1.66
1.67
1.67
1.68
1.69
1.70
1.70
1.71
1.72
1.72
1.73
1.74
1.74
1.75
1.76
1.76
1.77
1.78
1.79
1.79
1.80
1.81
1.81
1.82
1.83
1.83
1.84
1.85
1.85
1.86
1.87
1.88
1.88
1.89
1.90
1.90
1.91
1.92
1.92
1.93
1.94
1.94
1.95
1.96
1.97
1.97
1.98
1.99
1.99
2.00
2.01
2.01
2.02
2.03
2.03
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
3157.58
6.39
3158.31
6.39
3158.86
6.39
3159.23
6.40
3160.01
6.40
3160.60
6.40
3161.02
6.40
3161.84
6.40
3162.48
6.40
3162.94
6.40
3163.21
6.40
3163.90
6.40
3165.00
6.41
3165.32
6.41
3166.05
6.41
3166.59
6.41
3166.96
6.41
3167.73
6.41
3168.33
6.41
3168.73
6.41
3169.56
6.42
3170.20
6.42
3170.65
6.42
3170.92
6.42
3171.60
6.42
3172.70
6.42
3173.01
6.42
3173.14
6.42
3173.69
6.42
3174.65
6.43
3174.82
6.43
3175.41
6.43
3176.42
6.43
3176.64
6.43
3177.27
6.43
3177.72
6.43
3178.59
6.43
3179.27
6.44
3179.76
6.44
3180.07
6.44
3180.80
6.44
3181.34
6.44
3181.70
6.44
3182.47
6.44
3183.06
6.44
3183.46
6.44
3184.28
6.45
3184.91
6.45
3185.36
6.45
3185.62
6.45
3186.30
6.45
3186.79
6.45
3187.10
6.45
3187.82
6.45
3188.36
6.45
3188.71
6.45
3189.48
6.46
3190.07
6.46
3190.46
6.46
3191.28
6.46
3191.91
6.46
3192.35
6.46
3192.61
6.46
3193.29
6.46
3193.78
6.47
3194.08
6.47
3194.80
6.47
3195.34
6.47
3196.29
6.47
3196.45
6.47
3197.03
6.47
3197.43
6.47
3198.24
6.47
3198.87
6.48
3199.31
6.48
3199.57
6.48
Outflow
(cfs)
1.51
1.52
1.53
1.53
1.54
1.55
1.55
1.56
1.57
1.58
1.58
1.58
1.60
1.60
1.61
1.62
1.62
1.63
1.64
1.64
1.65
1.66
1.67
1.67
1.67
1.69
1.70
1.70
1.70
1.72
1.72
1.72
1.74
1.74
1.75
1.75
1.76
1.77
1.78
1.78
1.79
1.80
1.80
1.81
1.82
1.82
1.83
1.84
1.85
1.85
1.86
1.87
1.87
1.88
1.89
1.89
1.90
1.91
1.91
1.92
1.93
1.94
1.94
1.95
1.96
1.96
1.97
1.97
1.99
1.99
2.00
2.00
2.01
2.02
2.03
2.03
Area A
Duration
(min)
295
296
297
298
299
300
301
302
303
304
305
306
307
308
309
310
311
312
313
314
315
316
317
318
319
320
321
322
323
324
325
326
327
328
329
330
331
332
333
334
335
336
337
338
339
340
341
342
343
344
345
346
347
348
349
350
351
352
353
354
355
356
357
358
359
360
361
362
363
364
365
366
367
368
369
370
Inflow
(cfs)
5.10
5.11
5.13
5.15
5.17
5.18
5.20
5.22
5.23
5.25
5.27
5.29
5.30
5.32
5.34
5.36
5.37
5.39
5.41
5.42
5.44
5.46
5.48
5.49
5.51
5.53
5.55
5.56
5.58
5.60
5.61
5.63
5.65
5.67
5.68
5.70
5.72
5.74
5.75
5.77
5.79
5.80
5.82
5.84
5.86
5.87
5.89
5.91
5.93
5.94
5.96
5.98
5.99
6.01
6.03
6.05
6.06
6.08
6.10
6.12
6.13
6.15
6.17
6.18
6.20
6.22
6.24
6.25
6.27
6.29
6.31
6.32
6.34
6.36
6.37
6.39
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
8288.03
6.88
8290.63
6.88
8292.47
6.88
8294.75
6.89
8296.86
6.89
8298.81
6.89
8300.60
6.89
8303.42
6.89
8305.48
6.89
8308.57
6.90
8310.90
6.90
8313.67
6.90
8315.07
6.90
8317.52
6.90
8319.79
6.91
8321.91
6.91
8323.86
6.91
8326.84
6.91
8329.67
6.91
8331.13
6.92
8333.62
6.92
8336.56
6.92
8339.33
6.92
8341.33
6.92
8343.77
6.93
8346.05
6.93
8348.17
6.93
8350.12
6.93
8353.11
6.93
8354.73
6.94
8357.39
6.94
8359.29
6.94
8362.23
6.94
8365.00
6.94
8368.80
6.95
8369.45
6.95
8371.13
6.95
8373.25
6.95
8376.40
6.95
8378.19
6.96
8381.01
6.96
8383.68
6.96
8385.58
6.96
8386.71
6.96
8388.88
6.96
8391.49
6.97
8393.94
6.97
8395.62
6.97
8397.74
6.97
8400.89
6.97
8403.88
6.98
8405.51
6.98
8408.18
6.98
8410.08
6.98
8413.01
6.98
8414.59
6.99
8417.20
6.99
8419.65
6.99
8421.33
6.99
8423.45
6.99
8425.40
6.99
8428.40
7.00
8430.03
7.00
8432.69
7.00
8435.19
7.00
8436.93
7.00
8439.71
7.01
8442.32
7.01
8444.17
7.01
8446.45
7.01
8448.57
7.01
8450.53
7.02
8453.53
7.02
8455.16
7.02
8457.82
7.02
8460.33
7.02
Area B
Outflow
Duration
(cfs)
(min)
5.07
295
5.10
296
5.11
297
5.13
298
5.15
299
5.17
300
5.17
301
5.20
302
5.20
303
5.23
304
5.24
305
5.28
306
5.28
307
5.30
308
5.32
309
5.34
310
5.34
311
5.36
312
5.40
313
5.40
314
5.41
315
5.43
316
5.46
317
5.47
318
5.49
319
5.51
320
5.53
321
5.53
322
5.57
323
5.57
324
5.60
325
5.60
326
5.62
327
5.62
328
5.69
329
5.69
330
5.70
331
5.70
332
5.74
333
5.74
334
5.76
335
5.79
336
5.82
337
5.82
338
5.83
339
5.85
340
5.88
341
5.89
342
5.89
343
5.91
344
5.95
345
5.95
346
5.98
347
5.98
348
6.02
349
6.02
350
6.04
351
6.07
352
6.08
353
6.10
354
6.10
355
6.14
356
6.14
357
6.16
358
6.19
359
6.19
360
6.21
361
6.24
362
6.25
363
6.27
364
6.29
365
6.29
366
6.33
367
6.33
368
6.35
369
6.37
370
Page 5 of 11
Inflow
(cfs)
2.04
2.05
2.06
2.06
2.07
2.08
2.08
2.09
2.10
2.10
2.11
2.12
2.12
2.13
2.14
2.14
2.15
2.16
2.17
2.17
2.18
2.19
2.19
2.20
2.21
2.21
2.22
2.23
2.23
2.24
2.25
2.26
2.26
2.27
2.28
2.28
2.29
2.30
2.30
2.31
2.32
2.32
2.33
2.34
2.35
2.35
2.36
2.37
2.37
2.38
2.39
2.39
2.40
2.41
2.41
2.42
2.43
2.44
2.44
2.45
2.46
2.46
2.47
2.48
2.48
2.49
2.50
2.50
2.51
2.52
2.53
2.53
2.54
2.55
2.55
2.56
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
3200.24
6.48
3200.73
6.48
3201.63
6.48
3201.75
6.48
3202.28
6.48
3203.23
6.48
3203.39
6.48
3203.97
6.49
3204.96
6.49
3205.17
6.49
3205.79
6.49
3206.23
6.49
3207.08
6.49
3207.15
6.49
3207.64
6.49
3208.54
6.50
3208.65
6.50
3209.18
6.50
3210.12
6.50
3210.28
6.50
3210.86
6.50
3211.85
6.50
3212.06
6.50
3212.68
6.50
3213.11
6.50
3213.36
6.50
3214.03
6.51
3214.51
6.51
3215.41
6.51
3215.52
6.51
3216.04
6.51
3216.99
6.51
3217.14
6.51
3217.71
6.51
3218.70
6.52
3218.90
6.52
3218.92
6.52
3219.36
6.52
3220.20
6.52
3220.87
6.52
3221.34
6.52
3221.64
6.52
3221.75
6.52
3222.27
6.52
3223.21
6.52
3223.36
6.53
3223.93
6.53
3224.92
6.53
3225.12
6.53
3225.73
6.53
3226.16
6.53
3227.01
6.53
3227.07
6.53
3227.54
6.53
3228.43
6.54
3229.14
6.54
3229.66
6.54
3229.99
6.54
3230.74
6.54
3230.71
6.54
3231.09
6.54
3231.89
6.54
3232.50
6.54
3233.53
6.55
3233.77
6.55
3233.83
6.55
3234.30
6.55
3234.59
6.55
3235.29
6.55
3235.81
6.55
3236.74
6.55
3236.89
6.55
3237.45
6.55
3238.43
6.56
3238.02
6.55
3239.23
6.56
Outflow
(cfs)
2.04
2.04
2.06
2.06
2.06
2.08
2.08
2.08
2.10
2.10
2.11
2.11
2.13
2.13
2.13
2.15
2.15
2.15
2.17
2.17
2.17
2.19
2.19
2.20
2.21
2.21
2.22
2.22
2.24
2.24
2.24
2.26
2.26
2.26
2.28
2.29
2.29
2.29
2.30
2.31
2.32
2.33
2.33
2.33
2.35
2.35
2.35
2.37
2.37
2.38
2.38
2.40
2.40
2.40
2.41
2.42
2.43
2.43
2.45
2.45
2.45
2.46
2.46
2.48
2.49
2.49
2.50
2.50
2.51
2.51
2.53
2.53
2.53
2.56
2.54
2.56
Area A
Duration
(min)
371
372
373
374
375
376
377
378
379
380
381
382
383
384
385
386
387
388
389
390
391
392
393
394
395
396
397
398
399
400
401
402
403
404
405
406
407
408
409
410
411
412
413
414
415
416
417
418
419
420
421
422
423
424
425
426
427
428
429
430
431
432
433
434
435
436
437
438
439
440
441
442
443
444
445
446
Inflow
(cfs)
6.41
6.43
6.44
6.46
6.48
6.50
6.51
6.53
6.55
6.56
6.58
6.60
6.62
6.63
6.65
6.67
6.69
6.70
6.72
6.74
6.75
6.77
6.79
6.81
6.82
6.84
6.86
6.88
6.89
6.91
6.93
6.94
6.96
6.98
7.00
7.01
7.03
7.05
7.07
7.08
7.10
7.08
7.07
7.05
7.03
7.01
7.00
6.98
6.96
6.94
6.93
6.91
6.89
6.88
6.86
6.84
6.82
6.81
6.79
6.77
6.75
6.74
6.72
6.70
6.69
6.67
6.65
6.63
6.62
6.60
6.58
6.56
6.55
6.53
6.51
6.50
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
8462.67
7.03
8464.24
7.03
8466.86
7.03
8469.31
7.03
8470.99
7.03
8473.12
7.03
8475.07
7.04
8478.07
7.04
8479.70
7.04
8482.37
7.04
8483.68
7.04
8486.02
7.04
8488.20
7.05
8490.81
7.05
8492.66
7.05
8494.95
7.05
8497.07
7.05
8499.03
7.06
8502.03
7.06
8504.86
7.06
8506.33
7.06
8508.84
7.06
8511.18
7.07
8513.36
7.07
8514.78
7.07
8517.23
7.07
8519.52
7.07
8521.05
7.07
8523.01
7.08
8526.01
7.08
8527.64
7.08
8530.31
7.08
8532.82
7.08
8533.97
7.08
8536.15
7.09
8538.16
7.09
8540.62
7.09
8542.91
7.09
8544.44
7.09
8546.40
7.09
8549.40
7.10
8550.16
7.10
8548.69
7.10
8547.38
7.10
8545.04
7.09
8542.85
7.09
8540.23
7.09
8538.38
7.09
8536.69
7.09
8534.56
7.08
8532.59
7.08
8530.79
7.08
8527.95
7.08
8526.48
7.08
8523.97
7.08
8521.62
7.07
8519.44
7.07
8516.82
7.07
8514.96
7.07
8513.27
7.07
8510.54
7.07
8508.57
7.06
8506.77
7.06
8503.93
7.06
8502.45
7.06
8501.14
7.06
8498.79
7.06
8496.60
7.05
8494.58
7.05
8491.52
7.05
8488.63
7.05
8487.10
7.05
8484.53
7.04
8481.53
7.04
8479.88
7.04
8477.21
7.04
Area B
Outflow
Duration
(cfs)
(min)
6.40
371
6.40
372
6.42
373
6.45
374
6.46
375
6.48
376
6.48
377
6.52
378
6.52
379
6.56
380
6.56
381
6.58
382
6.59
383
6.62
384
6.63
385
6.65
386
6.67
387
6.67
388
6.69
389
6.73
390
6.73
391
6.75
392
6.77
393
6.80
394
6.80
395
6.82
396
6.85
397
6.86
398
6.86
399
6.90
400
6.90
401
6.92
402
6.96
403
6.96
404
6.98
405
6.99
406
7.01
407
7.04
408
7.05
409
7.05
410
7.07
411
7.09
412
7.07
413
7.07
414
7.05
415
7.04
416
7.01
417
6.99
418
6.98
419
6.96
420
6.94
421
6.94
422
6.90
423
6.90
424
6.88
425
6.86
426
6.85
427
6.82
428
6.80
429
6.80
430
6.77
431
6.75
432
6.75
433
6.71
434
6.69
435
6.69
436
6.67
437
6.65
438
6.65
439
6.63
440
6.59
441
6.59
442
6.58
443
6.54
444
6.54
445
6.50
446
Page 6 of 11
Inflow
(cfs)
2.57
2.57
2.58
2.59
2.59
2.60
2.61
2.62
2.62
2.63
2.64
2.64
2.65
2.66
2.66
2.67
2.68
2.68
2.69
2.70
2.71
2.71
2.72
2.73
2.73
2.74
2.75
2.75
2.76
2.77
2.77
2.78
2.79
2.80
2.80
2.81
2.82
2.82
2.83
2.82
2.82
2.81
2.80
2.80
2.79
2.78
2.77
2.77
2.76
2.75
2.75
2.74
2.73
2.73
2.72
2.71
2.71
2.70
2.69
2.68
2.68
2.67
2.66
2.66
2.65
2.64
2.64
2.63
2.62
2.62
2.61
2.60
2.59
2.59
2.58
2.57
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
3239.66
6.56
3239.90
6.56
3240.55
6.56
3241.02
6.56
3241.30
6.56
3242.00
6.56
3241.92
6.56
3242.25
6.56
3242.99
6.56
3243.55
6.57
3244.53
6.57
3244.72
6.57
3245.33
6.57
3245.75
6.57
3246.58
6.57
3246.64
6.57
3247.10
6.57
3247.98
6.57
3248.08
6.58
3248.59
6.58
3249.52
6.58
3249.66
6.58
3250.22
6.58
3250.59
6.58
3251.38
6.58
3251.38
6.58
3251.80
6.58
3252.63
6.58
3253.28
6.59
3253.15
6.59
3254.02
6.59
3254.72
6.59
3254.63
6.59
3254.95
6.59
3255.69
6.59
3256.25
6.59
3256.62
6.59
3257.40
6.59
3258.00
6.60
3258.18
6.60
3257.95
6.60
3257.31
6.59
3256.25
6.59
3255.37
6.59
3255.28
6.59
3254.78
6.59
3253.85
6.59
3253.72
6.59
3253.17
6.59
3252.80
6.58
3252.02
6.58
3252.02
6.58
3251.61
6.58
3250.78
6.58
3250.14
6.58
3249.68
6.58
3249.41
6.58
3248.72
6.58
3248.82
6.58
3248.50
6.58
3247.76
6.57
3246.62
6.57
3246.25
6.57
3246.07
6.57
3245.48
6.57
3245.07
6.57
3244.25
6.57
3244.21
6.57
3243.75
6.57
3242.88
6.56
3242.20
6.56
3241.70
6.56
3241.38
6.56
3241.25
6.56
3240.70
6.56
3240.34
6.56
Outflow
(cfs)
2.57
2.57
2.58
2.59
2.59
2.61
2.61
2.61
2.62
2.62
2.64
2.64
2.65
2.65
2.67
2.67
2.67
2.69
2.69
2.69
2.71
2.71
2.72
2.72
2.74
2.74
2.74
2.75
2.77
2.76
2.77
2.79
2.79
2.79
2.80
2.81
2.81
2.82
2.82
2.82
2.82
2.82
2.81
2.79
2.79
2.79
2.77
2.77
2.76
2.76
2.74
2.74
2.74
2.73
2.72
2.71
2.71
2.69
2.69
2.69
2.69
2.67
2.66
2.66
2.65
2.65
2.63
2.63
2.63
2.62
2.61
2.60
2.59
2.59
2.58
2.58
Area A
Duration
(min)
447
448
449
450
451
452
453
454
455
456
457
458
459
460
461
462
463
464
465
466
467
468
469
470
471
472
473
474
475
476
477
478
479
480
481
482
483
484
485
486
487
488
489
490
491
492
493
494
495
496
497
498
499
500
501
502
503
504
505
506
507
508
509
510
511
512
513
514
515
516
517
518
519
520
521
522
Inflow
(cfs)
6.48
6.46
6.44
6.43
6.41
6.39
6.37
6.36
6.34
6.32
6.31
6.29
6.27
6.25
6.24
6.22
6.20
6.18
6.17
6.15
6.13
6.12
6.10
6.08
6.06
6.05
6.03
6.01
5.99
5.98
5.96
5.94
5.93
5.91
5.89
5.87
5.86
5.84
5.82
5.80
5.79
5.77
5.75
5.74
5.72
5.70
5.68
5.67
5.65
5.63
5.61
5.60
5.58
5.56
5.55
5.53
5.51
5.49
5.48
5.46
5.44
5.42
5.41
5.39
5.37
5.36
5.34
5.32
5.30
5.29
5.27
5.25
5.23
5.22
5.20
5.18
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
8475.89
7.04
8473.54
7.03
8471.36
7.03
8469.33
7.03
8466.87
7.03
8465.18
7.03
8462.44
7.03
8460.47
7.02
8457.47
7.02
8455.83
7.02
8453.15
7.02
8450.63
7.02
8448.28
7.01
8446.09
7.01
8444.07
7.01
8442.21
7.01
8439.91
7.01
8438.37
7.01
8435.80
7.00
8433.40
7.00
8431.75
7.00
8429.07
7.00
8426.55
7.00
8424.20
6.99
8422.01
6.99
8419.99
6.99
8417.52
6.99
8415.82
6.99
8414.29
6.99
8411.72
6.98
8408.71
6.98
8406.46
6.98
8403.78
6.98
8401.26
6.97
8398.91
6.97
8396.72
6.97
8394.69
6.97
8392.22
6.97
8390.52
6.97
8388.99
6.96
8386.41
6.96
8383.40
6.96
8381.75
6.96
8379.07
6.96
8376.55
6.95
8374.20
6.95
8372.00
6.95
8369.97
6.95
8367.51
6.95
8364.61
6.94
8364.27
6.94
8362.89
6.94
8360.48
6.94
8358.23
6.94
8354.95
6.94
8351.23
6.93
8348.87
6.93
8346.67
6.93
8344.64
6.93
8341.58
6.92
8339.87
6.92
8337.73
6.92
8334.56
6.92
8333.34
6.92
8331.09
6.92
8328.41
6.91
8325.88
6.91
8323.53
6.91
8321.33
6.91
8319.30
6.91
8316.23
6.90
8314.52
6.90
8311.78
6.90
8309.20
6.90
8306.79
6.90
8303.94
6.89
Area B
Outflow
Duration
(cfs)
(min)
6.50
447
6.48
448
6.46
449
6.45
450
6.42
451
6.42
452
6.39
453
6.39
454
6.35
455
6.35
456
6.33
457
6.31
458
6.29
459
6.27
460
6.25
461
6.24
462
6.21
463
6.21
464
6.19
465
6.16
466
6.16
467
6.14
468
6.12
469
6.10
470
6.08
471
6.07
472
6.04
473
6.02
474
6.02
475
6.01
476
5.98
477
5.97
478
5.95
479
5.93
480
5.91
481
5.89
482
5.88
483
5.85
484
5.83
485
5.83
486
5.82
487
5.78
488
5.78
489
5.76
490
5.74
491
5.72
492
5.70
493
5.69
494
5.68
495
5.62
496
5.62
497
5.62
498
5.60
499
5.60
500
5.59
501
5.55
502
5.53
503
5.51
504
5.51
505
5.47
506
5.46
507
5.46
508
5.41
509
5.41
510
5.40
511
5.38
512
5.36
513
5.34
514
5.32
515
5.32
516
5.28
517
5.28
518
5.26
519
5.24
520
5.23
521
5.20
522
Page 7 of 11
Inflow
(cfs)
2.57
2.56
2.55
2.55
2.54
2.53
2.53
2.52
2.51
2.50
2.50
2.49
2.48
2.48
2.47
2.46
2.46
2.45
2.44
2.44
2.43
2.42
2.41
2.41
2.40
2.39
2.39
2.38
2.37
2.37
2.36
2.35
2.35
2.34
2.33
2.32
2.32
2.31
2.30
2.30
2.29
2.28
2.28
2.27
2.26
2.26
2.25
2.24
2.23
2.23
2.22
2.21
2.21
2.20
2.19
2.19
2.18
2.17
2.17
2.16
2.15
2.14
2.14
2.13
2.12
2.12
2.11
2.10
2.10
2.09
2.08
2.08
2.07
2.06
2.06
2.05
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
3239.57
6.56
3238.98
6.56
3238.57
6.56
3237.75
6.55
3237.71
6.55
3237.26
6.55
3236.99
6.55
3236.31
6.55
3235.81
6.55
3235.50
6.55
3234.77
6.55
3234.23
6.55
3233.27
6.55
3233.10
6.54
3232.51
6.54
3232.71
6.54
3231.89
6.54
3231.26
6.54
3230.81
6.54
3229.94
6.54
3229.86
6.54
3229.37
6.54
3229.06
6.54
3228.33
6.54
3227.79
6.53
3227.44
6.53
3226.67
6.53
3226.08
6.53
3225.68
6.53
3224.87
6.53
3224.24
6.53
3223.79
6.53
3223.53
6.53
3222.85
6.52
3222.36
6.52
3222.06
6.52
3221.33
6.52
3220.80
6.52
3220.44
6.52
3219.68
6.52
3219.70
6.52
3219.30
6.52
3218.49
6.52
3217.86
6.51
3217.41
6.51
3217.16
6.51
3216.48
6.51
3215.99
6.51
3215.69
6.51
3214.97
6.51
3214.44
6.51
3214.09
6.51
3213.32
6.50
3212.74
6.50
3212.35
6.50
3211.54
6.50
3211.52
6.50
3211.08
6.50
3210.22
6.50
3209.55
6.50
3209.06
6.50
3208.76
6.50
3208.05
6.49
3207.52
6.49
3207.17
6.49
3206.41
6.49
3205.83
6.49
3205.44
6.49
3205.23
6.49
3204.61
6.49
3203.57
6.48
3203.32
6.48
3202.65
6.48
3202.17
6.48
3201.87
6.48
3201.16
6.48
Outflow
(cfs)
2.57
2.56
2.56
2.54
2.54
2.53
2.53
2.52
2.51
2.51
2.50
2.50
2.48
2.48
2.46
2.47
2.46
2.45
2.45
2.43
2.43
2.42
2.42
2.41
2.40
2.40
2.39
2.38
2.38
2.37
2.36
2.35
2.35
2.34
2.33
2.33
2.32
2.31
2.31
2.29
2.29
2.29
2.28
2.27
2.26
2.26
2.25
2.24
2.24
2.23
2.22
2.22
2.21
2.20
2.20
2.18
2.18
2.18
2.17
2.16
2.15
2.15
2.14
2.13
2.13
2.12
2.11
2.10
2.10
2.10
2.08
2.08
2.07
2.06
2.06
2.05
Area A
Duration
(min)
523
524
525
526
527
528
529
530
531
532
533
534
535
536
537
538
539
540
541
542
543
544
545
546
547
548
549
550
551
552
553
554
555
556
557
558
559
560
561
562
563
564
565
566
567
568
569
570
571
572
573
574
575
576
577
578
579
580
581
582
583
584
585
586
587
588
589
590
591
592
593
594
595
596
597
598
Inflow
(cfs)
5.17
5.15
5.13
5.11
5.10
5.08
5.06
5.04
5.03
5.01
4.99
4.98
4.96
4.94
4.92
4.91
4.89
4.87
4.85
4.84
4.82
4.80
4.79
4.77
4.75
4.73
4.72
4.70
4.68
4.66
4.65
4.63
4.61
4.60
4.58
4.56
4.54
4.53
4.51
4.49
4.47
4.46
4.44
4.42
4.41
4.39
4.37
4.35
4.34
4.32
4.30
4.28
4.27
4.25
4.23
4.22
4.20
4.18
4.16
4.15
4.13
4.11
4.09
4.08
4.06
4.04
4.03
4.01
3.99
3.97
3.96
3.94
3.92
3.90
3.89
3.87
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
8301.85
6.89
8299.33
6.89
8296.97
6.89
8294.77
6.89
8292.74
6.88
8290.87
6.88
8287.96
6.88
8286.42
6.88
8283.84
6.88
8281.42
6.87
8279.17
6.87
8277.08
6.87
8273.95
6.87
8270.99
6.87
8267.59
6.86
8265.56
6.86
8263.69
6.86
8261.98
6.86
8259.23
6.86
8256.65
6.85
8254.24
6.85
8251.38
6.85
8249.29
6.85
8246.76
6.85
8244.40
6.84
8242.20
6.84
8238.96
6.84
8236.49
6.84
8234.18
6.84
8233.24
6.83
8231.25
6.83
8229.43
6.83
8226.58
6.83
8223.89
6.83
8220.76
6.82
8217.19
6.82
8214.99
6.82
8212.95
6.82
8209.88
6.82
8206.97
6.81
8205.42
6.81
8204.04
6.81
8201.62
6.81
8199.96
6.81
8197.87
6.81
8194.74
6.80
8191.17
6.80
8188.97
6.80
8186.93
6.80
8183.85
6.79
8182.14
6.79
8179.39
6.79
8176.80
6.79
8174.38
6.79
8172.12
6.78
8170.03
6.78
8168.10
6.78
8165.13
6.78
8162.33
6.78
8159.08
6.77
8156.01
6.77
8154.29
6.77
8151.54
6.77
8148.96
6.76
8146.53
6.76
8144.27
6.76
8142.18
6.76
8140.24
6.76
8137.27
6.76
8134.47
6.75
8131.83
6.75
8128.75
6.75
8125.83
6.75
8123.08
6.74
8120.49
6.74
8118.07
6.74
Area B
Outflow
Duration
(cfs)
(min)
5.19
523
5.17
524
5.15
525
5.13
526
5.11
527
5.11
528
5.07
529
5.07
530
5.05
531
5.03
532
5.01
533
5.01
534
4.99
535
4.98
536
4.94
537
4.92
538
4.90
539
4.90
540
4.88
541
4.86
542
4.85
543
4.82
544
4.81
545
4.79
546
4.77
547
4.77
548
4.74
549
4.72
550
4.68
551
4.68
552
4.66
553
4.66
554
4.64
555
4.63
556
4.62
557
4.58
558
4.56
559
4.56
560
4.54
561
4.50
562
4.48
563
4.48
564
4.45
565
4.44
566
4.44
567
4.43
568
4.39
569
4.37
570
4.37
571
4.33
572
4.33
573
4.31
574
4.29
575
4.27
576
4.25
577
4.23
578
4.23
579
4.21
580
4.20
581
4.18
582
4.14
583
4.14
584
4.12
585
4.10
586
4.08
587
4.06
588
4.04
589
4.04
590
4.02
591
4.00
592
3.99
593
3.97
594
3.95
595
3.93
596
3.91
597
3.89
598
Page 8 of 11
Inflow
(cfs)
2.04
2.03
2.03
2.02
2.01
2.01
2.00
1.99
1.99
1.98
1.97
1.97
1.96
1.95
1.94
1.94
1.93
1.92
1.92
1.91
1.90
1.90
1.89
1.88
1.88
1.87
1.86
1.85
1.85
1.84
1.83
1.83
1.82
1.81
1.81
1.80
1.79
1.79
1.78
1.77
1.76
1.76
1.75
1.74
1.74
1.73
1.72
1.72
1.71
1.70
1.70
1.69
1.68
1.67
1.67
1.66
1.65
1.65
1.64
1.63
1.63
1.62
1.61
1.61
1.60
1.59
1.58
1.58
1.57
1.56
1.56
1.55
1.54
1.54
1.53
1.52
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
3200.63
6.48
3200.29
6.48
3199.53
6.48
3198.96
6.48
3198.57
6.47
3198.37
6.47
3197.75
6.47
3196.71
6.47
3196.46
6.47
3195.80
6.47
3195.32
6.47
3195.02
6.47
3194.31
6.47
3193.19
6.46
3192.85
6.46
3192.09
6.46
3192.12
6.46
3191.74
6.46
3190.93
6.46
3190.32
6.46
3189.89
6.46
3189.64
6.46
3188.98
6.46
3187.90
6.45
3187.61
6.45
3186.90
6.45
3186.38
6.45
3186.04
6.45
3185.29
6.45
3184.72
6.45
3184.34
6.45
3184.14
6.45
3183.53
6.44
3182.50
6.44
3182.26
6.44
3181.60
6.44
3181.13
6.44
3180.84
6.44
3180.13
6.44
3179.61
6.44
3179.28
6.44
3178.53
6.43
3177.96
6.43
3176.98
6.43
3176.79
6.43
3176.18
6.43
3175.15
6.43
3174.91
6.43
3174.26
6.43
3173.79
6.42
3173.50
6.42
3172.80
6.42
3172.28
6.42
3171.95
6.42
3171.20
6.42
3170.64
6.42
3169.67
6.42
3169.47
6.42
3168.87
6.41
3167.84
6.41
3167.61
6.41
3166.95
6.41
3166.48
6.41
3166.20
6.41
3165.50
6.41
3164.99
6.41
3164.06
6.40
3163.32
6.40
3162.76
6.40
3162.38
6.40
3161.60
6.40
3160.99
6.40
3160.57
6.40
3159.74
6.40
3159.09
6.39
3158.62
6.39
Outflow
(cfs)
2.04
2.04
2.03
2.02
2.01
2.01
2.01
1.99
1.99
1.98
1.97
1.97
1.97
1.95
1.95
1.93
1.93
1.93
1.92
1.91
1.90
1.90
1.90
1.88
1.88
1.87
1.86
1.86
1.85
1.84
1.83
1.83
1.83
1.81
1.81
1.80
1.79
1.79
1.78
1.77
1.77
1.76
1.76
1.74
1.74
1.74
1.72
1.72
1.71
1.70
1.70
1.69
1.68
1.68
1.67
1.67
1.65
1.65
1.65
1.63
1.63
1.62
1.61
1.61
1.60
1.60
1.59
1.58
1.57
1.57
1.56
1.55
1.55
1.54
1.53
1.52
Area A
Duration
(min)
599
600
601
602
603
604
605
606
607
608
609
610
611
612
613
614
615
616
617
618
619
620
621
622
623
624
625
626
627
628
629
630
631
632
633
634
635
636
637
638
639
640
641
642
643
644
645
646
647
648
649
650
651
652
653
654
655
656
657
658
659
660
661
662
663
664
665
666
667
668
669
670
671
672
673
674
Inflow
(cfs)
3.85
3.84
3.82
3.80
3.78
3.77
3.75
3.73
3.71
3.70
3.68
3.66
3.65
3.63
3.61
3.59
3.58
3.56
3.54
3.52
3.51
3.49
3.47
3.45
3.44
3.42
3.40
3.39
3.37
3.35
3.33
3.32
3.30
3.28
3.26
3.25
3.23
3.21
3.20
3.18
3.16
3.14
3.13
3.11
3.09
3.07
3.06
3.04
3.02
3.01
2.99
2.97
2.95
2.94
2.92
2.90
2.88
2.87
2.85
2.83
2.82
2.80
2.78
2.76
2.75
2.73
2.71
2.69
2.68
2.66
2.64
2.63
2.61
2.59
2.57
2.56
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
8115.81
6.74
8113.71
6.74
8110.57
6.73
8107.60
6.73
8104.80
6.73
8101.55
6.73
8100.27
6.72
8097.95
6.72
8095.20
6.72
8091.41
6.72
8088.99
6.72
8086.72
6.71
8084.62
6.71
8081.49
6.71
8078.52
6.71
8075.11
6.70
8073.66
6.70
8071.18
6.70
8068.26
6.70
8066.11
6.70
8063.52
6.69
8059.89
6.69
8057.62
6.69
8054.32
6.69
8052.39
6.68
8049.41
6.68
8046.60
6.68
8043.95
6.68
8041.47
6.68
8038.55
6.67
8036.40
6.67
8033.20
6.67
8029.57
6.67
8027.31
6.66
8024.01
6.66
8022.07
6.66
8019.09
6.66
8016.28
6.65
8013.63
6.65
8011.15
6.65
8008.83
6.65
8005.47
6.65
8001.67
6.64
7999.84
6.64
7996.98
6.64
7993.67
6.64
7990.53
6.63
7987.56
6.63
7984.74
6.63
7982.09
6.63
7979.01
6.62
7976.08
6.62
7973.33
6.62
7970.13
6.62
7967.70
6.61
7965.43
6.61
7964.52
6.61
7962.58
6.61
7960.80
6.61
7959.19
6.61
7957.14
6.61
7955.85
6.60
7953.53
6.60
7950.17
6.60
7945.77
6.60
7940.34
6.59
7934.47
6.59
7929.96
6.58
7926.22
6.58
7922.64
6.58
7918.62
6.57
7915.37
6.57
7912.28
6.57
7909.35
6.57
7906.59
6.56
7903.39
6.56
Area B
Outflow
Duration
(cfs)
(min)
3.87
599
3.87
600
3.85
601
3.83
602
3.82
603
3.77
604
3.77
605
3.76
606
3.76
607
3.72
608
3.70
609
3.68
610
3.68
611
3.66
612
3.65
613
3.60
614
3.60
615
3.59
616
3.56
617
3.55
618
3.55
619
3.51
620
3.51
621
3.47
622
3.47
623
3.45
624
3.43
625
3.41
626
3.40
627
3.37
628
3.37
629
3.36
630
3.32
631
3.32
632
3.28
633
3.28
634
3.26
635
3.24
636
3.22
637
3.20
638
3.20
639
3.19
640
3.14
641
3.14
642
3.13
643
3.11
644
3.09
645
3.07
646
3.05
647
3.04
648
3.02
649
3.00
650
2.99
651
2.96
652
2.94
653
2.90
654
2.90
655
2.88
656
2.86
657
2.85
658
2.82
659
2.82
660
2.82
661
2.82
662
2.82
663
2.81
664
2.77
665
2.74
666
2.72
667
2.71
668
2.68
669
2.66
670
2.64
671
2.62
672
2.61
673
2.59
674
Page 9 of 11
Inflow
(cfs)
1.52
1.51
1.50
1.49
1.49
1.48
1.47
1.47
1.46
1.45
1.45
1.44
1.43
1.43
1.42
1.41
1.40
1.40
1.39
1.38
1.38
1.37
1.36
1.36
1.35
1.34
1.34
1.33
1.32
1.31
1.31
1.30
1.29
1.29
1.28
1.27
1.27
1.26
1.25
1.25
1.24
1.23
1.22
1.22
1.21
1.20
1.20
1.19
1.18
1.18
1.17
1.16
1.16
1.15
1.14
1.13
1.13
1.12
1.11
1.11
1.10
1.09
1.09
1.08
1.07
1.07
1.06
1.05
1.04
1.04
1.03
1.02
1.02
1.01
1.00
1.00
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
3158.34
6.39
3157.65
6.39
3157.14
6.39
3156.21
6.39
3156.07
6.39
3155.51
6.39
3154.54
6.39
3154.36
6.39
3153.75
6.38
3152.74
6.38
3152.51
6.38
3151.86
6.38
3150.80
6.38
3150.52
6.38
3150.43
6.38
3149.92
6.38
3149.00
6.37
3148.26
6.37
3147.71
6.37
3146.74
6.37
3146.55
6.37
3145.96
6.37
3145.54
6.37
3144.71
6.37
3144.07
6.36
3143.01
6.36
3142.74
6.36
3142.05
6.36
3141.54
6.36
3141.22
6.36
3140.49
6.36
3139.94
6.36
3139.57
6.36
3138.79
6.35
3138.20
6.35
3137.18
6.35
3136.36
6.35
3136.32
6.35
3135.86
6.35
3134.99
6.35
3134.30
6.34
3133.20
6.34
3133.48
6.34
3133.35
6.34
3132.81
6.34
3131.84
6.34
3130.47
6.34
3130.47
6.34
3130.07
6.34
3129.24
6.33
3128.00
6.33
3128.75
6.33
3129.08
6.33
3126.60
6.33
3126.10
6.33
3125.19
6.33
3123.86
6.32
3125.11
6.33
3122.95
6.32
3123.38
6.32
3123.39
6.32
3122.98
6.32
3122.16
6.32
3120.93
6.32
3119.28
6.31
3122.01
6.32
3119.53
6.31
3121.44
6.32
3118.13
6.31
3119.20
6.31
3119.86
6.32
3120.10
6.32
3115.13
6.31
3114.54
6.30
3113.54
6.30
3112.12
6.30
Outflow
(cfs)
1.52
1.51
1.51
1.49
1.49
1.49
1.47
1.47
1.47
1.45
1.45
1.45
1.43
1.42
1.42
1.42
1.41
1.40
1.40
1.38
1.38
1.37
1.37
1.36
1.36
1.34
1.34
1.33
1.32
1.32
1.31
1.30
1.30
1.29
1.29
1.28
1.26
1.26
1.26
1.25
1.25
1.22
1.22
1.22
1.22
1.22
1.19
1.19
1.19
1.19
1.15
1.15
1.19
1.15
1.15
1.15
1.10
1.15
1.10
1.10
1.10
1.10
1.10
1.10
1.02
1.10
1.02
1.10
1.02
1.02
1.02
1.10
1.02
1.02
1.02
0.96
Area A
Duration
(min)
675
676
677
678
679
680
681
682
683
684
685
686
687
688
689
690
691
692
693
694
695
696
697
698
699
700
701
702
703
704
705
706
707
708
709
710
711
712
713
714
715
716
717
718
719
720
721
722
723
724
725
726
727
728
729
730
731
732
733
734
735
736
737
738
739
740
741
742
743
744
745
746
747
748
749
750
Inflow
(cfs)
2.54
2.52
2.50
2.49
2.47
2.45
2.44
2.42
2.40
2.38
2.37
2.35
2.33
2.31
2.30
2.28
2.26
2.25
2.23
2.21
2.19
2.18
2.16
2.14
2.12
2.11
2.09
2.07
2.06
2.04
2.02
2.00
1.99
1.97
1.95
1.93
1.92
1.90
1.88
1.87
1.85
1.83
1.81
1.80
1.78
1.76
1.74
1.73
1.71
1.69
1.68
1.66
1.64
1.62
1.61
1.59
1.57
1.55
1.54
1.52
1.50
1.49
1.47
1.45
1.43
1.42
1.40
1.38
1.36
1.35
1.33
1.31
1.30
1.28
1.26
1.24
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
7900.36
6.56
7897.49
6.56
7894.18
6.55
7891.63
6.55
7888.65
6.55
7885.24
6.55
7881.98
6.54
7879.49
6.54
7876.56
6.54
7873.20
6.54
7870.00
6.53
7866.96
6.53
7863.49
6.53
7860.18
6.53
7857.04
6.52
7854.05
6.52
7851.23
6.52
7847.98
6.52
7844.89
6.51
7841.96
6.51
7839.19
6.51
7835.99
6.51
7832.95
6.50
7829.48
6.50
7826.77
6.50
7823.62
6.49
7820.04
6.49
7816.62
6.49
7813.96
6.49
7810.87
6.48
7807.34
6.48
7803.97
6.48
7800.77
6.48
7797.73
6.47
7794.25
6.47
7790.94
6.47
7787.79
6.47
7784.80
6.46
7781.38
6.46
7778.12
6.46
7775.03
6.45
7771.50
6.45
7768.13
6.45
7764.93
6.45
7761.88
6.44
7758.41
6.44
7755.09
6.44
7751.34
6.43
7748.36
6.43
7744.93
6.43
7741.07
6.43
7737.38
6.42
7733.84
6.42
7731.07
6.42
7727.87
6.42
7724.23
6.41
7720.75
6.41
7717.43
6.41
7713.68
6.40
7710.09
6.40
7706.67
6.40
7703.41
6.39
7699.71
6.39
7696.17
6.39
7692.80
6.39
7689.00
6.38
7685.35
6.38
7681.87
6.38
7678.55
6.37
7674.80
6.37
7671.21
6.37
7667.79
6.37
7663.92
6.36
7660.22
6.36
7656.69
6.36
7653.32
6.35
Area B
Outflow
Duration
(cfs)
(min)
2.57
675
2.56
676
2.53
677
2.52
678
2.51
679
2.49
680
2.46
681
2.45
682
2.44
683
2.42
684
2.40
685
2.39
686
2.37
687
2.35
688
2.33
689
2.31
690
2.30
691
2.28
692
2.26
693
2.24
694
2.23
695
2.21
696
2.20
697
2.17
698
2.16
699
2.15
700
2.13
701
2.10
702
2.09
703
2.08
704
2.06
705
2.04
706
2.02
707
2.01
708
1.99
709
1.97
710
1.95
711
1.94
712
1.92
713
1.90
714
1.89
715
1.87
716
1.85
717
1.83
718
1.82
719
1.80
720
1.79
721
1.76
722
1.75
723
1.74
724
1.72
725
1.70
726
1.67
727
1.66
728
1.65
729
1.63
730
1.61
731
1.60
732
1.58
733
1.56
734
1.54
735
1.53
736
1.51
737
1.49
738
1.48
739
1.46
740
1.44
741
1.42
742
1.41
743
1.39
744
1.37
745
1.36
746
1.34
747
1.32
748
1.30
749
1.29
750
Page 10 of 11
Inflow
(cfs)
0.99
0.98
0.98
0.97
0.96
0.95
0.95
0.94
0.93
0.93
0.92
0.91
0.91
0.90
0.89
0.89
0.88
0.87
0.86
0.86
0.85
0.84
0.84
0.83
0.82
0.82
0.81
0.80
0.80
0.79
0.78
0.77
0.77
0.76
0.75
0.75
0.74
0.73
0.73
0.72
0.71
0.71
0.70
0.69
0.69
0.68
0.67
0.66
0.66
0.65
0.64
0.64
0.63
0.62
0.62
0.61
0.60
0.60
0.59
0.58
0.57
0.57
0.56
0.55
0.55
0.54
0.53
0.53
0.52
0.51
0.51
0.50
0.49
0.48
0.48
0.47
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
3113.89
6.30
3111.64
6.30
3112.58
6.30
3113.10
6.30
3113.21
6.30
3109.30
6.29
3110.38
6.30
3109.24
6.29
3109.49
6.29
3107.52
6.29
3106.93
6.29
3105.94
6.29
3104.52
6.28
3102.69
6.28
3107.65
6.29
3104.99
6.29
3101.91
6.28
3105.62
6.29
3101.72
6.28
3104.60
6.28
3099.86
6.28
3101.91
6.28
3103.55
6.28
3104.77
6.28
3098.37
6.27
3098.76
6.27
3098.73
6.27
3098.29
6.27
3097.43
6.27
3096.16
6.27
3094.47
6.26
3092.37
6.26
3089.85
6.25
3095.92
6.27
3092.57
6.26
3088.81
6.25
3093.63
6.26
3089.04
6.25
3093.03
6.26
3087.61
6.25
3090.77
6.26
3093.52
6.26
3086.85
6.25
3088.76
6.25
3090.26
6.26
3091.35
6.26
3092.02
6.26
3083.28
6.24
3083.12
6.24
3082.54
6.24
3081.55
6.24
3080.14
6.24
3078.32
6.23
3076.09
6.23
3073.44
6.22
3073.37
6.22
3072.89
6.22
3071.99
6.22
3070.68
6.22
3068.96
6.21
3074.61
6.22
3072.06
6.22
3069.09
6.21
3073.50
6.22
3069.70
6.21
3065.48
6.21
3068.64
6.21
3071.40
6.22
3065.93
6.21
3067.86
6.21
3069.36
6.21
3062.65
6.20
3063.33
6.20
3063.59
6.20
3063.44
6.20
3062.87
6.20
Outflow
(cfs)
1.02
0.96
0.96
0.96
1.02
0.93
0.96
0.93
0.96
0.93
0.93
0.93
0.93
0.81
0.93
0.93
0.81
0.93
0.81
0.93
0.81
0.81
0.81
0.93
0.81
0.81
0.81
0.81
0.81
0.81
0.81
0.81
0.66
0.81
0.81
0.66
0.81
0.66
0.81
0.66
0.66
0.81
0.66
0.66
0.66
0.66
0.81
0.66
0.66
0.66
0.66
0.66
0.66
0.66
0.61
0.61
0.61
0.61
0.61
0.48
0.61
0.61
0.48
0.61
0.61
0.48
0.48
0.61
0.48
0.48
0.61
0.48
0.48
0.48
0.48
0.48
Area A
Duration
(min)
751
752
753
754
755
756
757
758
759
760
761
762
763
764
765
766
767
768
769
770
771
772
773
774
775
776
777
778
779
780
781
782
783
784
785
786
787
788
789
790
791
792
793
794
795
796
797
798
799
800
801
802
803
804
805
806
807
808
809
810
811
812
813
814
815
816
817
818
819
820
821
822
Inflow
(cfs)
1.23
1.21
1.19
1.17
1.16
1.14
1.12
1.11
1.09
1.07
1.05
1.04
1.02
1.00
0.98
0.97
0.95
0.93
0.92
0.90
0.88
0.86
0.85
0.83
0.81
0.79
0.78
0.76
0.74
0.73
0.71
0.69
0.67
0.66
0.64
0.62
0.60
0.59
0.57
0.55
0.54
0.52
0.50
0.48
0.47
0.45
0.43
0.41
0.40
0.38
0.36
0.35
0.33
0.31
0.29
0.28
0.26
0.24
0.22
0.21
0.19
0.17
0.16
0.14
0.12
0.10
0.09
0.07
0.05
0.03
0.02
0.00
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
7649.51
6.35
7645.26
6.35
7641.78
6.34
7639.06
6.34
7635.31
6.34
7632.32
6.34
7628.29
6.33
7625.62
6.33
7621.92
6.33
7617.19
6.32
7614.41
6.32
7610.60
6.32
7605.75
6.31
7604.67
6.31
7602.55
6.31
7599.40
6.31
7595.20
6.31
7589.97
6.30
7587.31
6.30
7583.61
6.30
7578.87
6.29
7574.89
6.29
7569.88
6.28
7563.83
6.28
7563.95
6.28
7563.03
6.28
7561.07
6.28
7558.07
6.27
7554.04
6.27
7548.98
6.27
7542.87
6.26
7535.73
6.26
7536.56
6.26
7536.34
6.26
7535.09
6.26
7532.81
6.25
7529.48
6.25
7525.13
6.25
7519.73
6.24
7513.30
6.24
7505.83
6.23
7497.32
6.22
7490.78
6.22
7483.20
6.21
7482.39
6.21
7480.54
6.21
7477.65
6.21
7473.73
6.20
7468.77
6.20
7462.77
6.20
7455.74
6.19
7447.67
6.18
7438.56
6.18
7439.82
6.18
7440.04
6.18
7439.22
6.18
7437.37
6.17
7434.48
6.17
7430.55
6.17
7425.59
6.16
7419.59
6.16
7412.56
6.15
7404.49
6.15
7395.38
6.14
7385.23
6.13
7374.05
6.12
7366.04
6.11
7356.98
6.11
7354.09
6.11
7350.16
6.10
7345.20
6.10
7339.20
6.09
Outflow
(cfs)
1.28
1.25
1.22
1.22
1.19
1.19
1.15
1.15
1.15
1.10
1.10
1.10
1.02
1.02
1.02
1.02
1.02
0.96
0.96
0.96
0.93
0.93
0.93
0.81
0.81
0.81
0.81
0.81
0.81
0.81
0.81
0.66
0.66
0.66
0.66
0.66
0.66
0.66
0.66
0.66
0.66
0.61
0.61
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.48
0.29
0.29
0.29
0.29
0.29
0.29
0.29
0.29
0.29
0.29
0.29
0.29
0.29
0.22
0.22
0.10
0.10
0.10
0.10
0.10
Area B
Duration
(min)
751
752
753
754
755
756
757
758
759
760
761
762
763
764
765
766
767
768
769
770
771
772
773
774
775
776
777
778
779
780
781
782
783
784
785
786
787
788
789
790
791
792
793
794
795
796
797
798
799
800
801
802
803
804
805
806
807
808
809
810
811
812
813
814
815
816
817
818
Page 11 of 11
Inflow
(cfs)
0.46
0.46
0.45
0.44
0.44
0.43
0.42
0.42
0.41
0.40
0.39
0.39
0.38
0.37
0.37
0.36
0.35
0.35
0.34
0.33
0.33
0.32
0.31
0.30
0.30
0.29
0.28
0.28
0.27
0.26
0.26
0.25
0.24
0.24
0.23
0.22
0.21
0.21
0.20
0.19
0.19
0.18
0.17
0.17
0.16
0.15
0.15
0.14
0.13
0.12
0.12
0.11
0.10
0.10
0.09
0.08
0.08
0.07
0.06
0.06
0.05
0.04
0.03
0.03
0.02
0.01
0.01
0.00
Reservoir
Reservoir
Storage (cf)
Elevation (ft)
3061.88
6.20
3060.48
6.20
3058.67
6.19
3056.44
6.19
3053.79
6.18
3062.13
6.20
3058.66
6.19
3054.77
6.18
3050.46
6.18
3057.14
6.19
3052.01
6.18
3057.86
6.19
3051.89
6.18
3056.91
6.19
3050.11
6.17
3054.30
6.18
3046.67
6.17
3050.03
6.17
3052.97
6.18
3055.50
6.19
3046.21
6.17
3047.91
6.17
3049.19
6.17
3050.06
6.17
3050.51
6.18
3050.55
6.18
3050.17
6.17
3049.38
6.17
3048.17
6.17
3046.54
6.17
3044.50
6.16
3042.05
6.16
3039.18
6.15
3035.90
6.15
3032.20
6.14
3028.08
6.13
3027.75
6.13
3027.01
6.13
3025.85
6.13
3024.27
6.12
3022.28
6.12
3019.87
6.11
3017.05
6.11
3021.02
6.12
3017.36
6.11
3020.50
6.11
3016.02
6.11
3018.32
6.11
3020.21
6.11
3014.48
6.10
3015.54
6.10
3016.18
6.11
3016.41
6.11
3016.22
6.11
3015.62
6.10
3014.60
6.10
3013.17
6.10
3011.32
6.10
3009.05
6.09
3006.38
6.09
3003.28
6.08
2999.77
6.07
2995.85
6.06
2997.51
6.07
2992.75
6.06
2993.58
6.06
2994.00
6.06
2994.00
6.06
Outflow
(cfs)
0.48
0.48
0.48
0.48
0.29
0.48
0.48
0.48
0.29
0.48
0.29
0.48
0.29
0.48
0.29
0.48
0.29
0.29
0.29
0.48
0.29
0.29
0.29
0.29
0.29
0.29
0.29
0.29
0.29
0.29
0.29
0.29
0.29
0.29
0.29
0.22
0.22
0.22
0.22
0.22
0.22
0.22
0.10
0.22
0.10
0.22
0.10
0.10
0.22
0.10
0.10
0.10
0.10
0.10
0.10
0.10
0.10
0.10
0.10
0.10
0.10
0.10
0.00
0.10
0.00
0.00
0.00
0.00
CLIENT
Poseidon
PROJECT
Carlsbad Desalter
DETAIL
Interim-Dev. Hydrology
85th Percentile Storm Event
I = 7.44 P6D-0.645
Link
85th Percentile Precipitation
= 0.60
in
(24-hour storm duration)
P6 = 0.3 in
Drainage
Area
A
B
Total Area
(SF)
Adjusted c
186,504
0.25
90,521
0.25
11.9L3
D = Duration (tc) =
(
)
E
Change in Elev., Duration (tc)
E (FT)
(Min)
6.5
7.00
43
2.16
0.385
85th Percentile Event - 24 Hours
I =
Watercourse
Length,L (FT)
672
455
Isopluvial (Inches)
=
JOB NO.
PAGE
DATE CHECKED
CHECKED BY
9/10/2009
JED
Storm Volume
VOL = c P6 A
Peak Discharge
Q= c i A
COMPUTED BY
Intensity
1.27
2.72
Q (cfs)
VOL (acre-inch)
1.36
0.32
1.41
0.16
Drainage
Area
A
B
Runoff Volume,
VOL (cf)
1,166
566
0.6
Permeable Areas
c = 0.25
Impervious Areas
c = 0.90
Pervious Area
DATE
precipitation.
(7.44P6D-0.645) x 2
Adjusted c value:
Impervious
Area
0.90 x
+ 0.25 x
c =
Total Area
1
OF
1
9/10/2009
CDF
CLIENT
Poseidon
PROJECT
Carlsbad Desalter
DETAIL
Post-Dev. Hydrology
85th Percentile Storm Event
I = 7.44 P6D-0.645
Link
85th Percentile Precipitation
= 0.60
in
(24-hour storm duration)
P6 = 0.3 in
Drainage
Area
A
B
(SF)
Area (SF)
Area (SF)
152,752
21,221
130,733
105,792
38,467
68,054
258,544
c = 0.25
11.9L3
D = Duration (tc) =
(
)
E
I =
PAGE
DATE CHECKED
CHECKED BY
9/10/2009
JED
Duration
(tc) (Min)
5.90
6.89
Intensity
1.42
1.29
c = 0.90
Drainage
Area
A
B
Isopluvial (Inches)
=
Runoff Volume,
VOL (cf)
3,074
1,772
4,846
0.6
(7.44P6D-0.645) x 2
Permeable Areas
c = 0.25
Impervious Areas
c = 0.90
Adjusted c value:
Impervious
Area
0.90 x
+ 0.25 x
c =
Total Area
Storm Volume
VOL = c P6 A
Peak Discharge
Q= c i A
Pervious Area
1
DATE
COMPUTED BY
OF
1
9/10/2009
CDF
precipitation.
Length,L (FT)
E (FT)
634
8.5
7.5
695
Adjusted c
0.80
0.67
0.385
85th Percentile Event - 24 Hours
JOB NO.
Q (cfs)
VOL (acre-inch)
0.85
4.01
2.10
0.49
10yr Curb Inlet On Sag - A
Project Description
Solve For
Spread
Input Data
12.03
Discharge
ft³/s
Gutter Width
1.50
ft
Gutter Cross Slope
0.08
ft/ft
Road Cross Slope
0.02
ft/ft
Curb Opening Length
7.00
ft
Opening Height
0.67
ft
10.00
in
7.00
ft
Curb Throat Type
Local Depression
Local Depression Width
Throat Incline Angle
Horizontal
90.00
degrees
Results
Spread
6.72
ft
Depth
0.50
ft
Gutter Depression
0.09
ft
Total Depression
0.92
ft
Bentley Systems, Inc. Haestad Methods Solution Center
9/10/2009 9:08:57 AM
Bentley FlowMaster [08.01.071.00]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666
Page
1 of
1
10yr Circular Pipe - A
Project Description
Friction Method
Manning Formula
Solve For
Normal Depth
Input Data
0.013
Roughness Coefficient
0.02700
Channel Slope
Diameter
1.50
Discharge
12.03
ft/ft
ft
ft³/s
Results
Normal Depth
0.92
ft
Flow Area
1.14
ft²
Wetted Perimeter
2.70
ft
Top Width
1.46
ft
Critical Depth
1.32
ft
Percent Full
61.5
%
Critical Slope
Velocity
0.01185
ft/ft
10.56
ft/s
Velocity Head
1.73
ft
Specific Energy
2.65
ft
Froude Number
2.11
Maximum Discharge
18.57
ft³/s
Discharge Full
17.26
ft³/s
0.01312
ft/ft
Slope Full
Flow Type
SuperCritical
GVF Input Data
Downstream Depth
Length
2.50
ft
89.00
ft
1
Number Of Steps
GVF Output Data
Upstream Depth
1.32
ft
1.22
ft
Composite S1 -> S2
Profile Description
Profile Headloss
127.19
%
61.48
%
Downstream Velocity
6.81
ft/s
Upstream Velocity
7.32
ft/s
Average End Depth Over Rise
Normal Depth Over Rise
9/10/2009 9:09:35 AM
Page
1 of
2
10yr Circular Pipe - A
GVF Output Data
Normal Depth
0.92
ft
Critical Depth
1.32
ft
Channel Slope
0.02700
ft/ft
Critical Slope
0.01185
ft/ft
9/10/2009 9:09:35 AM
Page
2 of
2
10yr Curb Inlet On Grade - B
Project Description
Solve For
Efficiency
Input Data
Discharge
Slope
6.28
ft³/s
0.60000
ft/ft
Gutter Width
1.50
ft
Gutter Cross Slope
0.08
ft/ft
Road Cross Slope
0.01
ft/ft
0.016
Curb Opening Length
13.00
ft
Local Depression
10.00
in
5.00
ft
44.65
%
Local Depression Width
Results
Efficiency
Intercepted Flow
2.80
ft³/s
Bypass Flow
3.48
ft³/s
Spread
8.73
ft
Depth
0.19
ft
Flow Area
0.46
ft²
Gutter Depression
0.11
ft
Total Depression
Velocity
Equivalent Cross Slope
Length Factor
Total Interception Length
0.94
ft
13.67
ft/s
0.12476
ft/ft
0.28
46.41
ft
9/10/2009 9:10:14 AM
Page
1 of
1
10yr Circular Pipe - B
Project Description
Friction Method
Manning Formula
Solve For
Normal Depth
Input Data
0.013
0.07100
Channel Slope
ft/ft
Diameter
1.50
ft
Discharge
6.28
ft³/s
0.48
ft
Results
Normal Depth
Flow Area
0.49
ft²
Wetted Perimeter
1.81
ft
Top Width
1.40
ft
Critical Depth
0.97
ft
Percent Full
32.2
%
Critical Slope
Velocity
0.00636
ft/ft
12.77
ft/s
Velocity Head
2.54
ft
Specific Energy
3.02
ft
Froude Number
3.80
Maximum Discharge
30.11
ft³/s
Discharge Full
27.99
ft³/s
0.00357
ft/ft
Slope Full
Flow Type
SuperCritical
GVF Input Data
Downstream Depth
Length
3.60
ft
50.70
ft
1
Number Of Steps
GVF Output Data
Upstream Depth
0.97
ft
0.97
ft
Composite S1 -> S2
Profile Description
Profile Headloss
152.29
%
32.20
%
Downstream Velocity
3.55
ft/s
Upstream Velocity
5.20
ft/s
Average End Depth Over Rise
Normal Depth Over Rise
9/10/2009 9:10:43 AM
Page
1 of
2
10yr Circular Pipe - B
GVF Output Data
Normal Depth
0.48
ft
Critical Depth
0.97
ft
Channel Slope
0.07100
ft/ft
Critical Slope
0.00636
ft/ft
9/10/2009 9:10:43 AM
Page
2 of
2
Broad Crested Weir
Project Description
Solve For
Discharge
Input Data
Headwater Elevation
7.00
ft
Crest Elevation
6.00
ft
Tailwater Elevation
0.00
ft
Crest Breadth
0.50
ft
Crest Length
2.00
ft
Discharge
6.17
ft³/s
Headwater Height Above Crest
1.00
ft
Paved
Crest Surface Type
Results
Tailwater Height Above Crest
-6.00
Weir Coefficient
3.09
Submergence Factor
1.00
ft
US
Adjusted Weir Coefficient
3.09
US
Flow Area
2.00
ft²
Velocity
3.09
ft/s
Wetted Perimeter
4.00
ft
Top Width
2.00
ft
9/10/2009 10:23:26 AM
Page
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S H A P I N G T H E F UTURE O F WATER Q UA L I TY
™
®
A new approach to underground
stormwater storage, infiltration,
treatment, rainwater harvesting,
or other stormwater management
needs.
c
u
d
o
water storage system
US PATENT PENDING
MADE IN THE U.S.A. FROM RECYCLED MATERIAL
The French Connection
Derived from the French “Cube d’eau”,
meaning “cube of water”, the CUDO is
a modular plastic cube used to construct
underground water storage systems.
The unique cube incorporates an arched
design that adds structural integrity,
increased water storage and enhanced
access for inspection and maintenance.
CUDO sets the new standard for stormwater management by incorporating
features that are not available with other
systems currently on the market.
CUDO is made in the U.S.A. using injection
molded, recycled, polypropylene plastic.
A single CUDO assembly requires just two
modules and two end caps.
The CUDO may be installed as a singlelevel system, or connected vertically, to form
a CUDO stack, increasing storage capacity.
Formed stacks can be easily moved about
a construction site.
Per application, either a filter fabric or
plastic liner is placed beneath and around
the CUDO modules, forming an envelope
around the entire system. Geo-grid or other
structural enhancement may be incorporated
into the CUDO installation, depending on
the loading requirements.
Features and Benefits of the
Standard CUDO.
Other Applications for CUDO
•large interior openings offer ease of
access for inspection and maintenance
•individual drain inlet sand filter device
•high water storage capacity (95%)
•CUDO size (24” x 24” x 24”) offers
ease of handling and installation
•unique shape offers superior strength
•minimum number of components required
for assembly
Added Components, Features
and Benefits
•built-in gross pollutant filter (GPF) or media
filter devices (RMF, VMF) eliminate the
need for separate pre-treatment systems
and reduce or eliminate related piping
•integral “metered outlet” device eliminates
the need for separate outlet and flow control structure
•BLUE (color) CUDO identifies the location of filter devices, simplifying assembly, installation and system maintenance
•CUDO flow-through bypass feature
forms a virtual pipeline through the
system, reducing or eliminating separate bypass piping. The use of BLUE CUDO offers ease of assembly and installation by identifying the location and direction of virtual flow channels.
•potential LEED® NC credits for Sustainable
Sites (6.1, 6.2) Materials & Reuse (4.1, 4.2,
5.1, 5.2 in CA, AZ, NV, UT) and Water
Efficiency (1.1, 1.2, 3.1 ,3.2) 1
•downspout sand filter device
•modular sand filter system
CUDO Modular
Bioretention System
•CUDO may be integrated into
bioretention systems (rain gardens)
replacing drain pipe and aggregate
with a highly porous matrix
•additional storage volume enhances retention
•more opportunity for on-site rain water reuse through passive or active irrigation
•mitigates temperature increase typical of surface storage
The Concrete CUDO
CUDO water storage systems are also
available in pre-cast concrete designs to
address many problematic applications.
Contact your local CUDO distributor for
availability of concrete CUDO in your
area.
•severe loading conditions – shallow
or deep burial depths, heavy loading areas
•high water tables – anti-floatation
features
•enhanced maintenance access –
the larger CUDO allows full access for
equipment and personnel
•plastic filter CUDO devices may be used
in conjunction with concrete CUDO to
offer integral pre-filter capabilites
CUDO components snap together,
forming a single or multiple CUDO stack.
Assembled stacks are installed to form
the desiired CUDO system size and
shape, with a maximum amount of
footprint flexibility.
CUDO 1
CUDO 2 CUDO 3
CUDO 4
1
LEED ® for New Construction and Major
Renovation, US Green Building Council, v2.2,
October 2005
C U
D
O
S Y S T E
M S
D
E S I
Maintenance Access
Flow-Through Bypass
Outlet Control
Media Filtration
Assemble CUDO to build water storage
systems with virtualy unlimited sizes and
shapes. CUDO dimensions (2 ft. x 2 ft.)
offers ease of installation, while a high
95% void ratio allows for a reduced system
footprint. Specialty CUDO components
allow the construction of systems with
features and benefits simply not possible
with any other water management product.
G N
C U D O
A S S E M B L Y
I S
A
S N A P !
CUDO components snap together, making assembly easy, and assuring a precise fit with solid construction.
TOP/BOTTOM GRATE
(ACCESS OPENING OPTIONAL)
CUDO
(ASSEMBLED)
LATERAL COUPLER
STACKING COUPLER
(OPEN OR CLOSED)
CUDO HALF
SIDE PLUG
(OPEN OR CLOSED)
TOP/BOTTOM GRATE
US PATENT PENDING
MADE IN THE U.S.A. WITH RECYCLED MATERIAL
ALL DIMENSIONAL MEASUREMENTS ARE NOMINAL
© 2008 CUDO STORMWATER PRODUCTS, INC.
CUDO
STORMWATER
P.O. BOX 497
®
OCCIDENTAL
CA 95465
PRODUCTS
PHONE 877.876.3345
INC.
WWW.CUDOCUBE.COM
FAX 707.876.3346
c
u
d
o
S H A P I N G T H E F U T U R E O F WAT E R Q UA L I T Y
™
US PATENT PENDING
MADE IN THE U.S.A.
WITH RECYCLED MATERIAL
MORE
®
c
u
d
o
HOW
CAPACITY
WE
PER
STACK
CUBIC
UP
FOOT
M O R E C A PA C I T Y – E I G H T C U B I C F E E T AT A T I M E
HOW WE STACK UP
Each CUDO ® module measures a
large eight cubic feet, with 95%
storage capacity. Cubic foot vs.
cubic foot, we beat other systems.
2 ft. x 2 ft. x 2 ft.
2 ft. x 2 ft. x 4 ft. 2 ft. x 2 ft. x 6 ft.
M O R E
C A P A C I T Y
CUDO ASSEMBLY
UNIT
WEIGHT (LBS.)
STORAGE
(CUBIC FT.)
CAPACITY
(GALLONS – 95%)
CUDO 1
21
7.7
57
CUDO 2
41
15.4
115
CUDO 3
62
23.0
172
CUDO 4
86
30.6
229
US PATENT PENDING
MADE IN THE U.S.A. WITH RECYCLED MATERIAL
ALL DIMENSIONAL MEASUREMENTS ARE NOMINAL
© 2008 CUDO STORMWATER PRODUCTS, INC.
CUDO
STORMWATER
P E R
2 ft. x 2 ft. x 8 ft.
C U B I C
F O O T
P.O. BOX 497
®
OCCIDENTAL
CA 95465
PRODUCTS
PHONE 877.876.3345
INC.
WWW.CUDOCUBE.COM
FAX 707.876.3346
c
u
d
o
CUDOTM Stormwater Cube (Underground Retention / Detention / Infiltration / Water Reuse Systems) Operations and Maintenance Manual Version 1.00c – November 05, 2008 2 | P a g e ‐ CUDOTM O&M Manual CUDOTM Stormwater Cube – Modular Stormwater Systems Description / Basic Function CUDOTM is a modular stormwater system comprised of a grouping of modular polypropylene or concrete cubes that when constructed form an underground storage area for stormwater. This system can be used for infiltration, retention, detention or water reuse. CUDOTM can help achieve runoff detainment and storage to help attenuate the peak flow to pre‐construction levels and can help conform to current Low Impact Development requirements. Infiltration The purpose of a CUDOTM infiltration system is to capture stormwater runoff, store the runoff, and then allow it to percolate into the ground via the open space area of the cubes and perforations in the side wall. The system is backfilled with a Class I material defined by ASTM D2321 as a cleaned open graded rock or a Class II permeable sand. The rock or sand provide additional storage capacity but also allow for a percolation interface with the native material. The ground water is “recharged” with this type of system. Detention The purpose of a CUDOTM detention system is to capture stormwater runoff, store the runoff, and then allow it to be released at a controlled rate through an appropriately sized orifice control. A detention system helps attenuate the peak flow from the site assuring that pre‐development runoff flows are not exceeded as a result of the development. A CUDOTM detention requires the cubes to be encapsulated with an impermeable liner for the polypropylene system or the seams of the concrete system to be sealed with a water proof mastic. Retention A CUDOTM retention system is a hybrid system. It is a combination of a detention system and an infiltration system. A retention system is utilized to attenuate peak flow as well as promote groundwater re‐charge. A retention system is outfitted with an overflow pipe at the top of the system which allows the system to fill for infiltration but also outlet if the ground is saturated. Water Reuse The purpose of a water‐reuse CUDOTM system is to capture and store water for future use. The system is constructed in a similar fashion to a detention system but instead of a controlled outlet the system is constructed with an emergency overflow. A water reuse system is a LID device that helps attenuate peak flows as well as conserve water. Water may be reused through an active pump system or passive irrigation. Inspection/Cleanout Ports Inspection and cleanout ports are 18‐inch diameter vertical risers connected to the uppermost polypropylene CUDOTM cubes or up to 30‐inch manhole access connected to the concrete CUDOTM. They are used for entrance into the system, or for access to place vacuum truck hoses or water‐jetting devices or CCTV equipment. Ports are strategically located near inlet and outlet pipes and in other areas or probable deposition in the system. It is recommended to keep surface level access lids sealed and bolted at all times when the system is in service. Inlet Bay Some systems are configured so that pretreatment of the stormwater occurs within the CUDOTM system. In this case the CUDOTM system will house an inlet bay. The inlet bay is separated from the rest of the CUDOTM system by sidewall plugs and is intended to separate gross pollutants, trash and debris and floatables from the CUDOTM system and pre‐treatment device. The bay contains its own sump area and unique access ports. Cudo Stormwater Products, Inc. P.O. Box 497 Occidental, California 95465‐0497 Phone: (877) 876‐3345 www.cudocube.com 3 | P a g e ‐ CUDOTM O&M Manual Maintenance Overview for CUDO State and Local regulations require that stormwater storage systems be maintained and serviced on a recurring basis. The purpose of maintaining a clean and obstruction free CUDOTM system is to ensure the system performs the intended function of the primary design. Trash and debris, floatables, gross pollutants and sediment can build up in the CUDOTM leading to clogging of the native soil interface or blockage of the inlet or outlet pipes. This can cause the system to function improperly by limiting storage volume, limiting the design percolation rates or impeding flow in and out of the system. Downstream and upstream, areas could run the risk of flooding and deleterious environmental impact. Recommended Frequency of Service It is recommended that the CUDOTM stormwater systems be serviced on a regularly occurring basis. Ultimately the frequency depends on the amount of runoff, pollutant loading, and interference from trash, debris and gross pollutants as well as proper maintenance of upstream pretreatment devices. However, it is recommended that each installation be inspected at least two times per year to assess service needs. Recommended Timing of Service Guidelines for the timing of service are as follows: 1. For areas with a definite rainy season the system should be serviced prior to and following the rainy season. 2. For areas subject to year‐round rainfall service should occur on a regularly occurring basis. (A minimum of two times per year.) 3. For areas with winter snow and summer rain the system should be serviced prior to and after the snow season. 4. For installed devices that are subject to dry weather flows only (i.e. wash racks, parking garages, etc…) the unit should be serviced on a regularly occurring basis. (A minimum of two times per year.) Inspection An inspection should be performed when the system is new. This allows the owner to establish a baseline condition for comparison to future inspections. Sediment build up can typically be monitored without entering the system. (No confined space entry.) Initial and subsequent inspection data should be recorded and filed for reference. Some regulatory agencies require that the results of the inspections be documented and reported. Inspection reports should comply with regulatory requirements and be submitted as required. Inspection Procedures 1. Locate the inspection, cleanout and access ports. Inspection and cleanout ports are typically 18‐inch diameter. Access ports are typically 24‐inch or 30‐inch diameter. Pictures should be taken to document the location or a site map should be generated to detail the as‐built locations of the ports. 2. Unbolt and remove the access port lids. 3. Insert a measuring device into the opening making note of a point of reference to determine the quantity of sediment and other accumulated material. If access is required to measure, ensure only certified confined space entry personnel having appropriate equipment are allowed to enter the system. 4. In addition, for accessible concrete CUDOTM systems personnel should utilize appropriate confined space entry procedures to enter the system and photograph its condition. 5. Inspect inlet and outlet locations for obstructions. Obstructions should be removed at this time. 6. Fill in the CUDOTM Inspection/Maintenance Data Sheet and send a copy to the regulatory agency if necessary. Maintenance Cudo Stormwater Products, Inc. P.O. Box 497 Occidental, California 95465‐0497 Phone: (877) 876‐3345 www.cudocube.com 4 | P a g e ‐ CUDOTM O&M Manual Cleanout of the CUDOTM system should be considered if there is sediment buildup of four or more inches at over 50% of the inspection ports. In the event of a spill of a foreign substance, cleanout of the system should be considered. Maintenance Procedures 1. Locate the inspection, cleanout and access ports. Inspection and cleanout ports are typically 18‐inch diameter. Access ports are typically 24‐inch or 30‐inch diameter. Pictures should be taken to document the location or a site map should be generated to detail the as‐built locations of the ports. 2. Unbolt and remove the access port lids. 3. Measure the sediment buildup at each port. If access is required to measure ensure only certified confined space entry personnel having appropriate equipment are allowed to enter the system. 4. A thorough cleaning of the system (inlets, outlets, ports, and inlet bays) shall be performed by either a vacuum truck or by manual methods. 5. Inspect inlet and outlet locations for obstructions. Obstructions should be removed at this time. 6. Inspect the structural components of the system. 7. Fill in the CUDOTM Inspection/Maintenance Data Sheet and send a copy to the regulatory agency if necessary. Inspection / Maintenance Requirements Listed below are some recommendations for equipment and training for personnel to inspect and maintain a CUDOTM system. Personnel – OSHA Confined Space Entry Training is a prerequisite for entrance into a system. In the state of California personnel should be CalOSHA certified. Equipment – Record Taking (pen, paper, voice recorder) Proper Clothing (appropriate footwear, gloves, hardhat, safety glasses, etc.) Flashlight Tape Measure Measuring Stick Pry Bar Traffic Control (Flagging, barricades, signage, cones, etc.) First aid materials Debris and Contaminant collectors Debris and Contaminant containers Vacuum Truck Disposal of Gross Pollutants, Hydrocarbons, and Sediment The collected gross pollutants, hydrocarbons, and sediment shall be disposed of in accordance with local, state and/or federal agency requirements. Cudo Stormwater Products, Inc. P.O. Box 497 Occidental, California 95465‐0497 Phone: (877) 876‐3345 www.cudocube.com Media Options
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GENERAL SPECIFICATIONS FOR MAINTENANCE OF
FloGard Perk Filter™ Systems
SCOPE:
Federal, State and Local Clean Water Act regulations and those of insurance carriers require that
stormwater filtration systems be maintained on a recurring basis. The intent of the regulations is to ensure
that the systems, on a continuing basis, efficiently remove pollutants from stormwater runoff thereby
preventing pollution of the nation’s water resources. These specifications apply to FloGard Perk Filter™
Systems as manufactured by KriStar Enterprises, Inc.
RECOMMENDED FREQUENCY OF SERVICE:
Drainage Protection Systems (DPS) and KriStar Enterprises, Inc., the manufacturer of the FloGard Perk
Filter System recommend that the devices be serviced every six months (two times annually) on a recurring
basis. Regulations and/or codes of some regulatory agencies and municipalities may require more frequent
service.
RECOMMENDED TIMING OF SERVICE:
Guidelines for the timing of service are as follows:
Level 1 Inspection Service – Six (6) months after unit is placed into service, or six (6) months after a
Level 2 or Level 3 inspection.
Level 2 Inspection Service- Six (6) months after a Level 2 inspection or twelve (12) months after a Level
3 service.
Level 3 Service – As determined by findings from Level 2 inspection service reports indicating a media
filter change or system repairs are required to maintain the operating efficiency of the system.
SERVICE PROCEDURES:
INLET BAY
1. The inlet manhole cover(s) and or grate(s) shall be removed and placed to one side.
2. For systems with a FloGard Plus Catch Basin Insert, the insert will be cleaned in accordance with
the general specifications for maintenance of those devices. After cleaning the filter shall be
removed and set aside.
3. Any debris will be removed from the inlet bay(s) and disposed of in accordance with local
regulations.
4. Check and clean the area behind and under the inlet weir/bypass assembly. Remove assembly as
necessary to conduct inspection.
5. Check drain down assembly and clean if necessary.
6. Re-install catch basin insert filter.
7. Re-install grate or manhole access cover.
CARTRIDGE BAY
1. Remove and place to one side the manhole access covers above the cartridge bay.
2.
3.
4.
5.
6.
A Level 1 inspection service shall consist of a visual inspection from the surface level. Observe
and note the condition of the cartridge bay and the cartridges, measure sediment level, if any, and
note on maintenance record. Physical entry is not required unless the depth prevents the entire
cartridge bay area from being observed.
A Level 2 inspection service shall consist of a physical, confined-space entry into the cartridge
bay. The filter cartridges and filter media shall be inspected for condition and filter media life, the
sediment level, if any, measured, and any trash or debris removed and disposed of in accordance
with local regulations. All information and recommendations shall be noted on the maintenance
record.
A Level 3 service shall consist of a physical, confined-space entry into the cartridge bay. The filter
cartridges shall be removed and replaced with re-charged exchange filter cartridges. As an option,
the filter media may be removed of on-site, the cartridges cleaned, and replacement media be
installed into the cartridges. All spent filter media shall be disposed of in accordance with local
regulations.
Upon completion of inspection/service, re-install the manhole access cover(s).
The manhole cover(s) and/or grate(s) shall be replaced.
REPLACEMENT AND DISPOSAL OF FILTER MEDIA AND COLLECTED DEBRIS:
The filter media will be exchanged once per year. Depending upon the type of filter media utilized,
additional fees may be incurred for testing and disposal of this waste material.
DPS also has the capability of servicing all manner of catch basin inserts and catch basins without inserts,
underground oil/water separators and other such devices. All DPS personnel are highly qualified
technicians and are confined space trained and certified. Call us at (888) 950-8826 for further information
and assistance.
Leighton Consulting, Inc.
GEOTECHNICAL
To:
|
GEOENVIRONMENTAL
|
MATERIALS
Tetra Tech, Inc.
Irvine, CA 92618
TESTING
Date: September 23, 2009
Project No. 602480-003
Attention:
Mr. Joe Dietz
From:
Djan Chandra, PE, GE
Subject:
Estimated Percolation Rates for Proposed Carlsbad Desalination Plant at Encina
Generating Station, Carlsbad, California
Reference:
Leighton Consulting, Inc., 2009, Geotechnical Recommendations and Review of
Rough Grading Plan for Proposed Carlsbad Desalination Plant at Encina
Generating Station, Carlsbad, California, Project No. 602480-003, dated
September 9, 2009
We understand that stormwater retention basins are planned beneath each of the parking lots of
the proposed Carlsbad Desalination Plant. The parking lots will be located at the northwest
corner and southwest corner of the site. The retention basins will extend down to Elevation 30
feet. In accordance with your request, we have prepared this project memorandum to provide the
estimated percolation rates of the subsurface soils at Elevation 30 feet at these locations.
No percolation test was performed at the site. Based on the available borings, the parking lot at
the northwest portion of the site is expected to be underlain by bedrock at Elevation 30 feet. The
bedrock consists of silty to clayey sandstone and the percolation rate is estimated to be on the
order of 0.01 inch per hour. The parking lot at the southwestern portion is expected to be
underlain by fill consisting of silty sand and the percolation rate at Elevation 30 feet is estimated
to be on the order of 0.1 inch per hour.
If you have any questions regarding this project memorandum, please do not hesitate to contact
this office. We appreciate this opportunity to be of service.
P a g e 1 of 1
1 7 7 8 1 C o w a n , I r vi n e , C A 9 2 6 1 4
( 9 4 9 ) 2 5 0 - 1 4 2 1 • F AX ( 9 4 9 ) 2 5 0 - 1 1 1 4
PDP: 00-02/SP 144(H)
APPENDIX C
11x17 Grading Plans
Appendix C
POSEIDON CARLSBAD
SEAWATER DESALINATION PLANT
DEMOLITION AND ROUGH GRADING PLANS
PROJECT
LOCATION
VICINITY MAP
PROJECT MAP WITH
HAUL ROUTE
SHEET INDEX
1) TITLE SHEET AND LEGEND
2) NOTES
3) CONSTRUCTION SITE PLAN
4) DEMOLITION PLAN - PIPING
5) DEMOLITION PLAN - FACILITIES
6) ROUGH GRADING PLAN
POSEIDON RESOURCES CARLSBAD
TITLE SHEET AND LEGEND
NOTES
CONSTRUCTION PLAN
DEMOLITION PLAN - PIPING
DEMOLITION PLAN -FACILITIES
ROUGH GRADING PLAN

POSEIDON SEAWATER DESALINATION PLANT

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Product Catalogue

Selection of new eggplant (Solanum melongena, L.) lines