Agenda packet — Beaumont City Council, March 7, 2023 (part 4 of 6)

Parking Area Maintenance SC-43
September 2014 California Stormwater BMP Handbook
Industrial and Commercial
www.casqa.org
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Pollution from Surface Cleaning Folder, 1996, 2003. Bay Area Stormwater Management Agencies Association. Available online at:
http://basmaa.org/Portals/0/documents/pdf/Pollution%20from%20Surface%20Cleani ng.pdf.

Sacramento Stormwater Management Program. Best Management Practices for Industrial Storm Water Pollution Control. Available online at:
http://www.msa.saccounty.net/sactostormwater/documents/guides/industrial-BMP- manual.pdf.

The Storm Water Managers Resource Center, http://www.stormwatercenter.net .

US EPA. Post-Construction Stormwater Management in New Development and Redevelopment. BMP Fact Sheets. Available online at:
http://cfpub.epa.gov/npdes/stormwater/menuofbmps/index.cfm?action=min_measure &min_measure_id=5.

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Drainage System Maintenance SC-44
September 2014 California Stormwater BMP Handbook
Industrial and Commercial
www.casqa.org
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Description
As a consequence of its function, the
stormwater drainage facilities on site convey
stormwater that may contain certain pollutants
either to the offsite conveyance system that
collects and transports urban runoff and
stormwater, or directly to receiving waters. The
protocols in this fact sheet are intended to
reduce pollutants leaving the site to the offsite
drainage infrastructure or to receiving waters
through proper on-site conveyance system
operation and maintenance. The targeted
constituents will vary depending on site
characteristics and operations.

Approach
Successful implementation depends on
effective training of employees on applicable
BMPs and general pollution prevention
strategies and objectives.

General Pollution Prevention Protocols
o Maintain catch basins, stormwater inlets,
and other stormwater conveyance
structures on a regular basis to remove
pollutants, reduce high pollutant
concentrations during the first flush of
storms, prevent clogging of the downstream
conveyance system, restore catch basins’
sediment trapping capacity, and ensure the
system functions properly hydraulically to
avoid flooding.

o Develop and follow a site specific drainage
system maintenance plan that describes
maintenance locations, methods, required
equipment, water sources, sediment
collection areas, disposal requirements, and
any other pertinent information.

Good Housekeeping
Illicit Connections and Discharges
o Look for evidence of illegal discharges or
illicit connections during routine
maintenance of conveyance system and
drainage structures:

Objectives

n Cover
n Contain
n Educate
n Reduce/Minimize

Targeted Constituents
Sediment ü

Nutrients ü

Trash ü

Metals ü

Bacteria ü

Oil and Grease ü

Organics ü

Minimum BMPs Covered
Good Housekeeping ü
Preventative
Maintenance ü
Spill and Leak
Prevention and ü
Response
Material Handling &
Waste Management
Erosion and Sediment
Controls
Employee Training
Program
Quality Assurance
Record Keeping
ü
ü

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Industrial and Commercial
www.casqa.org
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ü Identify evidence of spills such as paints, discoloring, odors, etc.

ü Record locations of apparent illegal discharges/illicit connections.

ü Track flows back to potential discharges and conduct aboveground inspections.

This can be done through visual inspection of upgradient manholes or alternate techniques including zinc chloride smoke testing, fluorometric dye testing, physical inspection testing, or television camera inspection.

ü Eliminate the discharge once the origin of flow is established.

o Stencil or demarcate storm drains, where applicable, to prevent illegal disposal of pollutants. Storm drain inlets should have messages such as “Dump No Waste Drains to Stream” or similar stenciled next to them to warn against ignorant or intentional dumping of pollutants into the storm drainage system.

o Refer to fact sheet SC-10 Non-Stormwater Discharges for additional information.

Illegal Dumping
o Inspect and clean up hot spots and other storm drainage areas regularly where illegal dumping and disposal occurs.

o Establish a system for tracking incidents. The system should be designed to identify the following:

ü Illegal dumping hot spots;

ü Types and quantities (in some cases) of wastes;

ü Patterns in time of occurrence (time of day/night, month, or year);

ü Mode of dumping (abandoned containers, “midnight dumping” from moving vehicles, direct dumping of materials, accidents/spills); and

ü Responsible parties.

o Post “No Dumping” signs in problem areas with a phone number for reporting dumping and disposal. Signs should also indicate fines and penalties for illegal dumping.

o Refer to fact sheet SC-10 Non-Stormwater Discharges for additional information.

Preventative Maintenance
Catch Basins/Inlet Structures
o Staff should regularly inspect facilities to ensure compliance with the following:

ü Immediate repair of any deterioration threatening structural integrity.

ü Cleaning before the sump is 40% full. Catch basins should be cleaned as frequently as needed to meet this standard.

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Industrial and Commercial
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o Clean catch basins, storm drain inlets, and other conveyance structures before the wet season to remove sediments and debris accumulated during the summer.

o Conduct inspections more frequently during the wet season for problem areas where sediment or trash accumulates more often. Prioritize storm drain inlets; clean and repair as needed.

o Keep accurate logs of the number of catch basins cleaned.

o Store wastes collected from cleaning activities of the drainage system in appropriate containers or temporary storage sites in a manner that prevents discharge to the storm drain.

o Dewater the wastes if necessary with outflow into the sanitary sewer if permitted.

Water should be treated with an appropriate filtering device prior to discharge to the sanitary sewer. If discharge to the sanitary sewer is not allowed, water should be pumped or vacuumed to a tank and properly disposed. Do not dewater near a storm drain or stream.

Storm Drain Conveyance System
o Locate reaches of storm drain with deposit problems and develop a flushing schedule that keeps the pipe clear of excessive buildup.

o Collect and pump flushed effluent to the sanitary sewer for treatment whenever possible.

Pump Stations
o Clean all storm drain pump stations prior to the wet season to remove silt and trash.

o Do not allow discharge to reach the storm drain system when cleaning a storm drain pump station or other facility.

o Conduct routine maintenance at each pump station.

o Inspect, clean, and repair as necessary all outlet structures prior to the wet season.

Open Channel
o Modify storm channel characteristics to improve channel hydraulics, increase pollutant removals, and enhance channel/creek aesthetic and habitat value.

o Conduct channel modification/improvement in accordance with existing laws. Any person, government agency, or public utility proposing an activity that will change the natural state of any river, stream, or lake in California, must enter into a Steam or Lake Alteration Agreement with the Department of Fish and Wildlife. The developer-applicant should also contact local governments (city, county, special districts), other state agencies (SWRCB, RWQCB, Department of Forestry, Department of Water Resources), and Army Corps of Engineers and USFWS.

Spill Response and Prevention Procedures
o Keep your spill prevention control plan up-to-date.

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Industrial and Commercial
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o Investigate all reports of spills, leaks, and/or illegal dumping promptly. o Place a stockpile of spill cleanup materials where it will be readily accessible or at a central location.
o Clean up all spills and leaks using “dry” methods (with absorbent materials and/or rags) or dig up, remove, and properly dispose of contaminated soil.

Employee Training Program
o Educate employees about pollution prevention measures and goals. o Train employees how to properly handle and dispose of waste using the source control BMPs described above.
o Train employees and subcontractors in proper hazardous waste management. o Use a training log or similar method to document training. o Ensure that employees are familiar with the site’s spill control plan and/or proper spill cleanup procedures.
o Have staff involved in detection and removal of illicit connections trained in the following:
ü OSHA-required Health and Safety Training (29 CFR 1910.120) plus annual refresher training (as needed).
ü OSHA Confined Space Entry training (Cal-OSHA Confined Space, Title 8 and Federal OSHA 29 CFR 1910.146).
ü Procedural training (field screening, sampling, smoke/dye testing, TV inspection).

Quality Assurance and Record Keeping
o Keep accurate maintenance logs that document minimum BMP activities performed for drainage system maintenance, types and quantities of waste disposed of, and any improvement actions.
o Keep accurate logs of spill response actions that document what was spilled, how it was cleaned up, and how the waste was disposed.
o Keep accurate logs of illicit connections, illicit discharges, and illegal dumping into the storm drain system including how wastes were cleaned up and disposed. o Establish procedures to complete logs and file them in the central office.

Potential Limitations and Work-Arounds
Provided below are typical limitations and recommended “work-arounds” for drainage system maintenance:

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Drainage System Maintenance SC-44
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Industrial and Commercial
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o Clean-up activities may create a slight disturbance for local aquatic species. Access to items and material on private property may be limited. Trade-offs may exist between channel hydraulics and water quality/riparian habitat. If storm channels or basins are recognized as wetlands, many activities, including maintenance, may be subject to regulation and permitting.

ü Perform all maintenance onsite and do not flush accumulated material downstream to private property or riparian habitats.

o Storm drain flushing is most effective in small diameter pipes (36-inch diameter pipe or less, depending on water supply and sediment collection capacity). Other considerations associated with storm drain flushing may include the availability of a water source, finding a downstream area to collect sediments, and liquid/sediment disposal.

ü Develop and follow a site specific drainage system maintenance plan that describes maintenance locations, methods, required equipment, water sources, sediment collection areas, disposal requirements, and any other pertinent information.

o Regulations may include adoption of substantial penalties for illegal dumping and disposal.

ü Do not dump illegal materials anywhere onsite.

ü Identify illicit connections, illicit discharge, and illegal dumping.

ü Cleanup spills immediately and properly dispose of wastes.

o Local municipal codes may include sections prohibiting discharge of soil, debris, refuse, hazardous wastes, and other pollutants into the sanitary sewer system.

ü Collect all materials and pollutants accumulated in drainage system and dispose of according to local regulations.

ü Install debris excluders in areas with a trash TMDL.

Potential Capital Facility Costs and Operation & Maintenance Requirements
Facilities
o Capital costs will vary substantially depending on the size of the facility and characteristics of the drainage system. Significant capital costs may be associated with purchasing water trucks, vacuum trucks, and any other necessary cleaning equipment or improving the drainage infrastructure to reduce the potential .

o Developing and implementing a site specific drainage system maintenance plan will require additional capital if a similar program is not already in place.

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Industrial and Commercial
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Maintenance
o Two-person teams may be required to clean catch basins with vactor trucks. o Teams of at least two people plus administrative personnel are required to identify illicit discharges, depending on the complexity of the storm sewer system. o Arrangements must be made for proper disposal of collected wastes. o Technical staff are required to detect and investigate illegal dumping violations. o Methods used for illicit connection detection (smoke testing, dye testing, visual inspection, and flow monitoring) can be costly and time-consuming. Site-specific factors, such as the level of impervious area, the density and ages of buildings, and type of land use will determine the level of investigation necessary.

Supplemental Information
Storm Drain Flushing
Flushing is a common maintenance activity used to improve pipe hydraulics and to remove pollutants in storm drainage systems. Flushing may be designed to hydraulically convey accumulated material to strategic locations, such as an open channel, another point where flushing will be initiated, or the sanitary sewer and the treatment facilities, thus preventing re-suspension and overflow of a portion of the solids during storm events. Flushing prevents “plug flow” discharges of concentrated pollutant loadings and sediments. Deposits can hinder the designed conveyance capacity of the storm drain system and potentially cause backwater conditions in severe cases of clogging.

Storm drain flushing usually takes place along segments of pipe with grades that are too flat to maintain adequate velocity to keep particles in suspension. An upstream manhole is selected to place an inflatable device that temporarily plugs the pipe. Further upstream, water is pumped into the line to create a flushing wave. When the upstream reach of pipe is sufficiently full to cause a flushing wave, the inflated device is rapidly deflated with the assistance of a vacuum pump, thereby releasing the backed up water and resulting in the cleaning of the storm drain segment.

To further reduce impacts of stormwater pollution, a second inflatable device placed well downstream may be used to recollect the water after the force of the flushing wave has dissipated. A pump may then be used to transfer the water and accumulated material to the sanitary sewer for treatment. In some cases, an interceptor structure may be more practical or required to recollect the flushed waters.

It has been found that cleansing efficiency of periodic flush waves is dependent upon flush volume, flush discharge rate, sewer slope, sewer length, sewer flow rate, sewer diameter, and population density. As a rule of thumb, the length of line to be flushed should not exceed 700 feet. At this maximum recommended length, the percent removal efficiency ranges between 65-75% for organics and 55-65% for dry weather grit/inorganic material. The percent removal efficiency drops rapidly beyond that.

Water is commonly supplied by a water truck, but fire hydrants can also supply water.

To make the best use of water, it is recommended that reclaimed water be used if allowed or that fire hydrant line flushing coincide with storm sewer flushing.

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Industrial and Commercial
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References and Resources
City of Seattle, Seattle Public Utilities Department of Planning and Development, 2009.

Stormwater Manual Vol. 1 Source Control Technical Requirements Manual.

Knox County Tennessee Stormwater Management Manual Chapter 5 Drainage System Maintenance, 2008. Available online at:
http://www.knoxcounty.org/stormwater/manual/Volume%201/knoxco_swmm_v1_cha p5_jan2008.pdf.

US EPA. Storm Drain System Cleaning, 2012. Available online at:
http://cfpub.epa.gov/npdes/stormwater/menuofbmps/index.cfm?action=browse&Rbut ton=detail&bmp=102.

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Whatisstormwaterrunoff?
Whyisstormwaterrunoff
aproblem?
Theeffectsofpollution
Stormwater runoff occurs when precipitation
from rain or snowmelt flows over the ground.

Impervious surfaces like driveways, sidewalks,
and streets prevent stormwater from
naturally soaking into the ground.

Stormwater can pick up debris, chemicals, dirt, and other pollutants and flow into a storm sewer system or directly to a lake, stream, river, wetland, or coastal water. Anything that enters a storm sewer system is discharged untreated into the waterbodies we use for swimming, fishing, and providing drinking water.

Polluted stormwater runoff can have
many adverse effects on plants, fish,
animals, and people.

Sediment can cloud the water
and make it difficult or
impossible for aquatic plants to
grow. Sediment also can
.destroy aquatic habitats
Excess nutrients can cause
algae blooms. When algae die,
they sink to the bottom and decompose
in a process that removes oxygen from
the water. Fish and other aquatic
organisms can’t exist in water with low
dissolved oxygen levels.

Bacteria and other pathogens can wash
into swimming areas and create health
hazards, often making beach closures
necessary.

Debris—plastic bags, six-pack rings, bottles, and
cigarette butts—washed into waterbodies can choke, suffocate, or disable aquatic life like ducks, fish, turtles, and birds.

Household hazardous wastes like insecticides, pesticides, paint, solvents, used motor oil, and other auto fluids can poison aquatic life.

Land animals and people can become sick or die from eating diseased fish and shellfish or ingesting polluted water.

Polluted stormwater often
affects drinking water
sources. This, in turn, can
affect human health and
increase drinking water
treatment costs.AftertheStormEPA 833-B-03-002January 2003For more information contact:or visit www.epa.gov/npdes/stormwaterwww.epa.gov/npsACitizen’ sGuidetoUnderstandingStormwaterWHEN IT RAINSIT DRAINSWHEN IT RAINSIT DRAINSInternet Address (URL) HTTP:// www.epa.govRecycled/Recyclable Printed With VegetableOil Based Inks on 100% Postconsumer,Process Chlorine Free Recycled Paper●●Page 405 of 1234

Auto care
Washing your car and
degreasing auto parts at home
can send detergents and other
contaminants through the
storm sewer system. Dumping
automotive fluids into storm
drains has the same result as
dumping the materials directly
into a waterbody.

Pet waste
Pet waste can be
a major source of
bacteria and
excess nutrients
in local waters.

When walking
your pet,
remember to pick up the
waste and dispose of it
properly. Flushing pet
waste is the best disposal
method. Leaving pet waste
on the ground increases
public health risks by
allowing harmful bacteria
and nutrients to wash into
the storm drain and
eventually into local
waterbodies.

Septic
systems
Leaking and
poorly
maintained
septic
systems release nutrients and
pathogens (bacteria and
viruses) that can be picked up
by stormwater and discharged
into nearby waterbodies.

Pathogens can cause public
health problems and
environmental concerns.

Lawn care
Excess fertilizers
and pesticides
applied to lawns
and gardens wash
off and pollute
streams. In
addition, yard
clippings and
leaves can wash
into storm drains and contribute
nutrients and organic matter to streams.

Education is essential to changing people's behavior.

Signs and markers near storm drains warn residents
that pollutants entering the drains will be carried
untreated into a local waterbody.Recycle or properly dispose of household products that contain chemicals, such as insecticides, pesticides, paint, solvents, and used motor oil and other auto fluids.

Don’t pour them onto the ground or into storm drains.

Use a commercial car wash that treats or
recycles its wastewater, or wash your car on
your yard so the water infiltrates into the
ground.

Repair leaks and dispose of used auto fluids
and batteries at designated drop-off or
recycling locations.

Don’t overwater your lawn. Consider
using a soaker hose instead of a
sprinkler.

Use pesticides and fertilizers
sparingly. When use is necessary, use
these chemicals in the recommended
amounts. Use organic mulch or safer
pest control methods whenever
possible.

Compost or mulch yard waste. Don’t
leave it in the street or sweep it into
storm drains or streams.

Cover piles of dirt or mulch being
used in landscaping projects.

Inspect your system every
3 years and pump your
tank as necessary (every 3
to 5 years).

Don't dispose of
household hazardous
waste in sinks or toilets.

Dirt, oil, and debris that collect in
parking lots and paved areas can be
washed into the storm sewer system
and eventually enter local
waterbodies.

Sweep up litter and debris from
sidewalks, driveways and parking lots,
especially around storm drains.

Cover grease storage and dumpsters
and keep them clean to avoid leaks.

Report any chemical spill to the local
hazardous waste cleanup team.

They’ll know the best way to keep
spills from harming the environment.

Erosion controls that aren’t maintained can cause
excessive amounts of sediment and debris to be
carried into the stormwater system. Construction
vehicles can leak fuel, oil, and other harmful fluids
that can be picked up by stormwater and
deposited into local waterbodies.

Divert stormwater away from disturbed or
exposed areas of the construction site.

Install silt fences, vehicle mud removal areas,
vegetative cover, and other sediment and
erosion controls and properly maintain them,
especially after rainstorms.

Prevent soil erosion by minimizing disturbed
areas during construction projects, and seed
and mulch bare areas as soon as possible.

Uncovered fueling stations allow spills to be
washed into storm drains. Cars waiting to be
repaired can leak fuel, oil, and other harmful
fluids that can be picked up by stormwater.

Clean up spills immediately and properly
dispose of cleanup materials.

Provide cover over fueling stations and
design or retrofit facilities for spill
containment.

Properly maintain fleet vehicles to prevent
oil, gas, and other discharges from being
washed into local waterbodies.

Install and maintain oil/water separators.

Lack of vegetation on streambanks can lead to erosion. Overgrazed pastures can also contribute excessive amounts of sediment to local waterbodies. Excess fertilizers and pesticides can poison aquatic animals and lead to destructive algae blooms. Livestock in streams can contaminate waterways with bacteria, making them unsafe for human contact.

Keep livestock away from streambanks and provide
them a water source away from waterbodies.

Store and apply manure away from waterbodies and in
accordance with a nutrient management plan.

Vegetate riparian areas along waterways.

Rotate animal grazing to prevent soil erosion in fields.

Apply fertilizers and pesticides according to label
instructions to save money and minimize pollution.

Permeable Pavement
Rain Barrels
Rain Gardens and
Grassy Swales
Vegetated Filter Strips
—Traditional concrete and
asphalt don’t allow water to soak into the ground.

Instead these surfaces rely on storm drains to
divert unwanted water. Permeable pavement
systems allow rain and snowmelt to soak through,
decreasing stormwater runoff.
—You can
collect rainwater from
rooftops in mosquito-
proof containers. The
water can be used later on
lawn or garden areas.
—Specially
designed areas planted
with native plants can provide natural places for
rainwater to collect
and soak into the
ground. Rain from
rooftop areas or paved
areas can be diverted
into these areas rather
than into storm drains.
—Filter strips are areas of
native grass or plants created along roadways or
streams. They trap the pollutants stormwater
picks up as it flows across driveways and streets.

Residential landscaping
Improperly managed logging operations can result in erosion and sedimentation.

Conduct preharvest planning to prevent erosion and lower costs.

Use logging methods and equipment that minimize soil disturbance.

Plan and design skid trails, yard areas, and truck access roads to minimize stream crossings and avoid disturbing the forest floor.

Construct stream crossings so that they minimize erosion and physical changes to streams.

Expedite revegetation of cleared areas.

Commercial
StormwaterPollutionSolutions
Construction
Agriculture Automotive
Facilities
Forestry

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ATTEST:

City Clerk
All signatures on this Agreement on behalf of the Owner must be acknowledged before a Notary Public. In the event that the owner is a corporation, the President/Vice President and the corporate secretary of the corporation must sign. 4 _________________________
Mayor
____________________________
APPROVED AS TO FORM:

John Pinkney, City Attorney
____________________________
APPROVED AS TO CONTENT:
____________________________
Jeff Hart, Dir. Of Eng./Public Works

CITY OF BEAUMONT
a Municipal Corporation
BY:

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- 1 -
Project Specific Water Quality Management Plan
A Template for Projects located within the Santa Ana Watershed Region of Riverside County Project Title: 202 E. Third Street
Development No: -
Design Review/Case No: PW2022-0878
Original Date Prepared: 05-09-2022
Revision Date(s): 07-19-2022, 08-02-2022,
08-19-2022
Prepared for Compliance with
Regional Board Order No. R8-2010-0033
Template revised June 30, 2016
Contact Information:

Prepared for: p
Premium Land Development, LLC.

Craig Heaps
35109 Avenue C, Yucaipa CA 92399
909-283-8588
Prepared by:

Blue Engineering and Consulting, Inc.
9320 Baseline Rd., Ste. D
Rancho Cucamonga, CA 91739
909-248-6557
Preliminary
Final

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- 2 -

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

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

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OWNER’S CERTIFICATION

This Project-Specific Water Quality Management Plan (WQMP) has been prepared for Premium Land Development, LLC. by Blue Engineering and Consulting, Inc. for the 202 E. Third Street project.

This WQMP is intended to comply with the requirements of City of Beaumont for APN: 418-200-003, -004, -005 which includes the requirement for the preparation and implementation of a Project-Specific WQMP.

The undersigned, while owning the property/project described in the preceding paragraph, shall be responsible for the implementation and funding of this WQMP and will ensure that this WQMP is amended as appropriate to reflect up-to-date conditions on the site. In addition, the property owner accepts responsibility for interim operation and maintenance of Stormwater BMPs until such time as this responsibility is formally transferred to a subsequent owner. This WQMP will be reviewed with the facility operator, facility supervisors, employees, tenants, maintenance and service contractors, or any other party (or parties) having responsibility for implementing portions of this WQMP. At least one copy of this WQMP will be maintained at the project site or project office in perpetuity. The undersigned is authorized to certify and to approve implementation of this WQMP. The undersigned is aware that implementation of this WQMP is enforceable under City of Beaumont Water Quality Ordinance (Municipal Code Section8.10).
"I, the undersigned, certify under penalty of law that the provisions of this WQMP have been reviewed and accepted and that the WQMP will be transferred to future successors in interest."

Owner’s Signature Date

Owner’s Printed Name Owner’s Title/Position

PREPARER’S CERTIFICATION

“The selection, sizing and design of stormwater treatment and other stormwater quality and quantity control measures in this plan meet the requirements of Regional Water Quality Control Board Order No. R8-2010-0033 and any subsequent amendments thereto.”

Preparer’s Signature Date

Preparer’s Printed Name Preparer’s Title/Position

Preparer’s Licensure:

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Table of Contents
Section A: Project and Site Information........................................................................................................ 6 A.1 Maps and Site Plans ............................................................................................................................ 6 A.2 Identify Receiving Waters ................................................................................................................... 7 A.3 Additional Permits/Approvals required for the Project: .................................................................... 7 Section B: Optimize Site Utilization (LID Principles) ..................................................................................... 8 Section C: Delineate Drainage Management Areas (DMAs) ....................................................................... 10 Section D: Implement LID BMPs ................................................................................................................. 12 D.1 Infiltration Applicability .................................................................................................................... 12 D.2 Harvest and Use Assessment ............................................................................................................ 13 D.3 Bioretention and Biotreatment Assessment .................................................................................... 15 D.4 Feasibility Assessment Summaries ................................................................................................... 16 D.5 LID BMP Sizing .................................................................................................................................. 17 Section E: Alternative Compliance (LID Waiver Program) .......................................................................... 18 E.1 Identify Pollutants of Concern .......................................................................................................... 19 E.2 Stormwater Credits ........................................................................................................................... 20 E.3 Sizing Criteria ..................................................................................................................................... 20 E.4 Treatment Control BMP Selection .................................................................................................... 21 Section F: Hydromodification ..................................................................................................................... 22 F.1 Hydrologic Conditions of Concern (HCOC) Analysis .......................................................................... 22 F.2 HCOC Mitigation ................................................................................................................................ 23 Section G: Source Control BMPs ................................................................................................................. 24 Section H: Construction Plan Checklist ....................................................................................................... 27 Section I: Operation, Maintenance and Funding ........................................................................................ 28

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List of Tables
Table A.1 Identification of Receiving Waters ................................................................................................ 7 Table A.2 Other Applicable Permits .............................................................................................................. 7 Table C.1 DMA Classifications ..................................................................................................................... 10 Table C.2 Type ‘A’, Self-Treating Areas ....................................................................................................... 10 Table C.3 Type ‘B’, Self-Retaining Areas ..................................................................................................... 10 Table C.4 Type ‘C’, Areas that Drain to Self-Retaining Areas ...................................................................... 11 Table C.5 Type ‘D’, Areas Draining to BMPs ............................................................................................... 11 Table D.1 Infiltration Feasibility .................................................................................................................. 12 Table D.2 LID Prioritization Summary Matrix ............................................................................................. 16 Table D.3 DCV Calculations for LID BMPs ................................................................................................... 17 Table E.1 Potential Pollutants by Land Use Type ........................................................................................ 19 Table E.2 Water Quality Credits .................................................................................................................. 20 Table E.3 Treatment Control BMP Sizing .................................................................................................... 20 Table E.4 Treatment Control BMP Selection .............................................................................................. 21 Table F.1 Hydrologic Conditions of Concern Summary .............................................................................. 22 Table G.1 Permanent and Operational Source Control Measures ............................................................. 24 Table H.1 Construction Plan Cross-reference ............................................................................................. 27

List of Appendices
Appendix 1: Maps and Site Plans ................................................................................................................ 29 Appendix 2: Construction Plans .................................................................................................................. 31 Appendix 3: Soils Information ..................................................................................................................... 32 Appendix 4: Historical Site Conditions ........................................................................................................ 33 Appendix 5: LID Infeasibility ........................................................................................................................ 34 Appendix 6: BMP Design Details ................................................................................................................. 35 Appendix 7: Hydromodification .................................................................................................................. 36 Appendix 8: Source Control ........................................................................................................................ 37 Appendix 9: O&M ....................................................................................................................................... 38 Appendix 10: Educational Materials ......................................................................................................... - 6 -

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Section A: Project and Site Information

PROJECT INFORMATION
Type of Project: Industrial
Planning Area: N/A
Community Name: N/A
Development Name: N/A

PROJECT LOCATION
Latitude & Longitude (DMS): 33.925064, -116.980018
Project Watershed and Sub-Watershed: Santa Ana Watershed Gross Acres: 3.87
APN(s): 418-200-003, -004, -005
Map Book and Page No.: Assessor's Map Book 418 PG. 20

PROJECT CHARACTERISTICS
Proposed or Potential Land Use(s) Industrial
Proposed or Potential SIC Code(s) 2499
Area of Impervious Project Footprint (SF) 168,200
Total Area of proposed Impervious Surfaces within the Project Footprint (SF)/or Replacement 77,570 Does the project consist of offsite road improvements? Y N Does the project propose to construct unpaved roads? Y N Is the project part of a larger common plan of development (phased project)? Y N

EXISTING SITE CHARACTERISTICS
Total area of existing Impervious Surfaces within the Project limits Footprint (SF) 0 Is the project located within any MSHCP Criteria Cell? Y N If so, identify the Cell number: N/A
Are there any natural hydrologic features on the project site? Y N Is a Geotechnical Report attached? Y N
If no Geotech. Report, list the NRCS soils type(s) present on the site (A, B, C and/or D) C What is the Water Quality Design Storm Depth for the project? 0.85 A.1 Maps and Site Plans
When completing your Project-Specific WQMP, include a map of the local vicinity and existing site. In addition, include all grading, drainage, landscape/plant palette and other pertinent construction plans in Appendix 2. At a minimum, your WQMP Site Plan should include the following:

· Drainage Management Areas
· Proposed Structural BMPs
· Drainage Path
· Drainage Infrastructure, Inlets, Overflows
· Source Control BMPs
· Buildings, Roof Lines, Downspouts
· Impervious Surfaces
· Standard Labeling
· BMP Locations (Lat/Long)
Use your discretion on whether or not you may need to create multiple sheets or can appropriately accommodate these features on one or two sheets. Keep in mind that the Co-Permittee plan reviewer must be able to easily analyze your project utilizing this template and its associated site plans and maps.

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A.2 Identify Receiving Waters
Using Table A.1 below, list in order of upstream to downstream, the receiving waters that the project site is tributary to. Continue to fill each row with the Receiving Water’s 303(d) listed impairments (if any), designated beneficial uses, and proximity, if any, to a RARE beneficial use. Include a map of the receiving waters in Appendix 1.

Table A.1 Identification of Receiving Waters
Receiving
Waters
EPA Approved 303(d) List
Impairments
Designated
Beneficial Uses
Proximity to
RARE
Beneficial
Use
San Jacinto River
Reach 3
There are no 303(d) published
impairments for the Whitewater River N/A N/A
Canyon Lake There are no 303(d) published
impairments for the Whitewater River
Water supply, groundwater recharge, recreation, warm
water, habitat, wildlife N/A
San Timoteo
Creek Reach 2 N/A MUN,GWR,REC1,REC2,WARM,WILD N/A
San Jacinto River
Reach 1
There are no 303(d) published
impairments for the Whitewater River N/A N/A
Lake Elsinore DDT, Nutrients, Organic
Enrichment/Low Dissolved Oxygen AQUA, IND, REC I, REC II, WARM, WILD & RARE N/A

A.3 Additional Permits/Approvals required for the Project:

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

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

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

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

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

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

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

Did you identify and preserve existing drainage patterns? If so, how? If not, why? Yes, the site mimics the existing topography by draining north to south.

Did you identify and protect existing vegetation? If so, how? If not, why? Yes, there is currently no vegetation on site and that will remain the same.

Did you identify and preserve natural infiltration capacity? If so, how? If not, why? Yes, compaction will be limited to non-landscape areas.

Did you identify and minimize impervious area? If so, how? If not, why? No, the owner has decided to add additional hardscape storage area.

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Did you identify and disperse runoff to adjacent pervious areas? If so, how? If not, why? Yes, runoff will still be directed north to south over exposed soil allowing for infiltration along its course.

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

Table C.1 DMA Classifications
DMA Name or ID Surface Type(s)12 Area (Sq. Ft.) DMA Type DMA A Mixed Surface 168,200 D

1Reference Table 2-1 in the WQMP Guidance Document to populate this column 2If multi-surface provide back-up

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

N/A N/A N/A N/A

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

N/A N/A N/A N/A N/A N/A N/A

N/A N/A N/A N/A N/A N/A N/A
=+
∙

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

N/A N/A N/A N/A N/A N/A N/A N/A

Table C.5 Type ‘D’, Areas Draining to BMPs
DMA Name or ID BMP Name or ID
DMA A Bio-Retention Basin

Note: More than one drainage management area can drain to a single LID BMP, however, one drainage management area may not drain to more than one BMP.

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

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

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

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

Table D.1 Infiltration Feasibility
Does the project site… YES NO
…have any DMAs with a seasonal high groundwater mark shallower than 10 feet? X If Yes, list affected DMAs:
…have any DMAs located within 100 feet of a water supply well? X If Yes, list affected DMAs:
…have any areas identified by the geotechnical report as posing a public safety risk where infiltration of stormwater could have a negative impact?
X
If Yes, list affected DMAs:
…have measured in-situ infiltration rates of less than 1.6 inches / hour? 0 If Yes, list affected DMAs: DMA A
…have significant cut and/or fill conditions that would preclude in-situ testing of infiltration rates at the final infiltration surface?
X
If Yes, list affected DMAs:
…geotechnical report identify other site-specific factors that would preclude effective and safe infiltration? X Describe here:

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

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D.2 Harvest and Use Assessment
Please check what applies:
☐ Reclaimed water will be used for the non-potable water demands for the project. ☐Downstream water rights may be impacted by Harvest and Use as approved by the Regional Board (verify with the Copermittee).
☒The Design Capture Volume will be addressed using Infiltration Only BMPs. In such a case, Harvest and Use BMPs are still encouraged, but it would not be required if the Design Capture Volume will be infiltrated or evapotranspired.

If any of the above boxes have been checked, Harvest and Use BMPs need not be assessed for the site. If none of the above criteria applies, follow the steps below to assess the feasibility of irrigation use, toilet use and other non-potable uses (e.g., industrial use).

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

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

Total Area of Irrigated Landscape: 2.08 (Acres)
Type of Landscaping (Conservation Design or Active Turf): Conservation Design Step 2: Identify the planned total of all impervious areas on the proposed project from which runoff might be feasibly captured and stored for irrigation use. Depending on the configuration of buildings and other impervious areas on the site, you may consider the site as a whole, or parts of the site, to evaluate reasonable scenarios for capturing and storing runoff and directing the stored runoff to the potential use(s) identified in Step 1 above.

Total Area of Impervious Surfaces: 1.78 (Acres)
Step 3: Cross reference the Design Storm depth for the project site (see Exhibit A of the WQMP Guidance Document) with the left column of Table 2-3 in Chapter 2 to determine the minimum area of Effective Irrigated Area per Tributary Impervious Area (EIATIA).

Enter your EIATIA factor: 2.12
Step 4: Multiply the unit value obtained from Step 3 by the total of impervious areas from Step 2 to develop the minimum irrigated area that would be required.

Minimum required irrigated area: 3.78 (Acres)
Step 5: Determine if harvesting stormwater runoff for irrigation use is feasible for the project by comparing the total area of irrigated landscape (Step 1) to the minimum required irrigated area (Step 4).

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

3.8 8(Acres) 2.08 (Acres)

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

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

Projected Number of Daily Toilet Users: 4
Project Type: Industrial
Step 2: Identify the planned total of all impervious areas on the proposed project from which runoff might be feasibly captured and stored for toilet use. Depending on the configuration of buildings and other impervious areas on the site, you may consider the site as a whole, or parts of the site, to evaluate reasonable scenarios for capturing and storing runoff and directing the stored runoff to the potential use(s) identified in Step 1 above.

Total Area of Impervious Surfaces: 2.08 (Acres)
Step 3: Enter the Design Storm depth for the project site (see Exhibit A) into the left column of Table 2- 2 in Chapter 2 to determine the minimum number or toilet users per tributary impervious acre (TUTIA).

Enter your TUTIA factor: 2.29
Step 4: Multiply the unit value obtained from Step 3 by the total of impervious areas from Step 2 to develop the minimum number of toilet users that would be required.

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

Minimum required Toilet Users (Step 4) Projected number of toilet users (Step 1) 5 4

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

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

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

Total Area of Impervious Surfaces: N/A

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

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

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

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

N/A N/A

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

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

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

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

Table D.2 LID Prioritization Summary Matrix
DMA
Name/ID
LID BMP Hierarchy No LID
(Alternative
Compliance) 1. Infiltration 2. Harvest and use 3. Bioretention 4. Biotreatment DMA A

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

According to the Geotechnical Report, the site contains clayey sand to sandy clay. The Hydrologic Soil Group for this soil is C. The report concludes a infiltration rate of 0 in/hr was obtained.

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

Table D.3 DCV Calculations for LID BMPs
DMA
Type/ID
DMA
Area
(square
feet)
Post-
Project
Surface
Type
Effective
Impervious
Fraction, If
DMA
Runoff
Factor
DMA
Areas x
Runoff
Factor
Enter BMP Name / Identifier Here

[A] [B] [C] [A] x [C]
DMA A 168,200 Mixed 0.461 0.32 53,001
Design
Storm
Depth
(in)
Design Capture
Volume, VBMP
(cubic feet)
Proposed
Volume
on Plans
(cubic
feet)

AT =
168,200
Σ= 53,001 0.85 F = 3,755 4,115
[B], [C] is obtained as described in Section 2.3.1 of the WQMP Guidance Document [E] is obtained from Exhibit A in the WQMP Guidance Document [G] is obtained from a design procedure sheet, such as in LID BMP Design Handbook and placed in Appendix 6

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

List DMAs here.

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E.1 Identify Pollutants of Concern
Utilizing Table A.1 from Section A above which noted your project’s receiving waters and their associated EPA approved 303(d) listed impairments, cross reference this information with that of your selected Priority Development Project Category in Table E.1 below. If the identified General Pollutant Categories are the same as those listed for your receiving waters, then these will be your Pollutants of Concern and the appropriate box or boxes will be checked on the last row. The purpose of this is to document compliance and to help you appropriately plan for mitigating your Pollutants of Concern in lieu of implementing LID BMPs.

Table E.1 Potential Pollutants by Land Use Type
Priority Development
Project Categories and/or
Project Features (check those
that apply)
General Pollutant Categories
Bacterial
Indicators Metals Nutrients Pesticides
Toxic
Organic
Compounds
Sediments Trash &
Debris
Oil &
Grease
Detached Residential
Development P N P P N P P P
Attached Residential
Development P N P P N P P P(2)
Commercial/Industrial
Development P(3) P P(1) P(1) P(5) P(1) P P
Automotive Repair
Shops N P N N P(4, 5) N P P
Restaurants
(>5,000 ft2) P N N N N N P P
Hillside Development
(>5,000 ft2) P N P P N P P P
Parking Lots
(>5,000 ft2) P(6) P P(1) P(1) P(4) P(1) P P
Retail Gasoline Outlets N P N N P N P P
Project Priority Pollutant(s)
of Concern
P = Potential
N = Not Potential
(1) A potential Pollutant if non-native landscaping exists or is proposed onsite; otherwise not expected (2) A potential Pollutant if the project includes uncovered parking areas; otherwise not expected (3) A potential Pollutant is land use involving animal waste (4) Specifically petroleum hydrocarbons
(5) Specifically solvents
(6) Bacterial indicators are routinely detected in pavement runoff

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

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

N/A N/A

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

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

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

Enter BMP Name / Identifier Here

[A] [B] [C] [A] x [C]
N/A
Design
Storm
Depth
(in)
Minimum
Design
Capture
Volume or
Design Flow
Rate (cubic
feet or cfs)

Total Storm
Water
Credit %
Reduction

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

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

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

Table E.4 Treatment Control BMP Selection
Selected Treatment Control BMP
Name or ID1
Priority Pollutant(s) of
Concern to Mitigate2
Removal Efficiency
Percentage3
Bio-Retention Basin Bacteria, Nutrients,
Pesticides, Sediments, Trash
& Debris, and Oil & Grease
High

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

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

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

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

HCOC EXEMPTION 2: The volume and time of concentration1 of storm water runoff for the post- development condition is not significantly different from the pre-development condition for a 2-year return frequency storm (a difference of 5% or less is considered insignificant) using one of the following methods to calculate:
· Riverside County Hydrology Manual
· Technical Release 55 (TR-55): Urban Hydrology for Small Watersheds (NRCS 1986), or derivatives thereof, such as the Santa Barbara Urban Hydrograph Method · Other methods acceptable to the Co-Permittee

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

Table F.1 Hydrologic Conditions of Concern Summary
2 year – 24 hour
Pre-condition Post-condition % Difference
Time of
Concentration

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

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- 23 -

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

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

N/A

F.2 HCOC Mitigation
If none of the above HCOC Exemption Criteria are applicable, HCOC criteria is considered mitigated if they meet one of the following conditions:
a. Additional LID BMPS are implemented onsite or offsite to mitigate potential erosion or habitat impacts as a result of HCOCs. This can be conducted by an evaluation of site-specific conditions utilizing accepted professional methodologies published by entities such as the California Stormwater Quality Association (CASQA), the Southern California Coastal Water Research Project (SCCRWP), or other Co-Permittee approved methodologies for site-specific HCOC analysis.

b. The project is developed consistent with an approved Watershed Action Plan that addresses HCOC in Receiving Waters.

c. Mimicking the pre-development hydrograph with the post-development hydrograph, for a 2-year return frequency storm. Generally, the hydrologic conditions of concern are not significant, if the post-development hydrograph is no more than 10% greater than pre-development hydrograph.

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

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

A bioretention basin is being proposed to mitigate for the added runoff and volume.

2 year – 24 hour
Pre-condition Post-condition Difference Bioretention Basin Volume
Volume (Cubic Feet) 11,609.0 17,187.3 5,578.3 5,878.05

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

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

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

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

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

Table G.1 Permanent and Operational Source Control Measures Potential Sources of Runoff
pollutants
Permanent Structural Source
Control BMPs
Operational Source Control BMPs
Hardscape and Parking lot Sweep/clean driveways and
parking regularly and collect
trash and debris to go into the
refuse area.

Refuse Area Refuse will be handled by
receptacles with signs with the
words “Do not dump hazardous
materials here” or similar
verbiage.

Inspect receptacles regularly and
replace broken or damaged. Keep
spill control materials available
onsite.

Landscape/Outdoor Pesticide
Use
Final landscape plans will
accomplish all of the following:

Maintain landscaping using
minimum or no pesticides.

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- 25 -

Preserve existing native trees,
shrubs, and ground cover to the
maximum extent possible.

Design landscaping to minimize
irrigation and runoff, to promote
surface infiltration where
appropriate, and to minimize the
use of firtilizers and pesticides
that can contribute to
stormwater pollution.

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

Consider using pest-resisitant
plants, especially adjacent to
hardscape. To ensure successful
establishment, select plants
appropriate to site soils, slopes,
climate, sun, wind, rain, land use,
air movement, ecological
consistency, and plant
interactions.

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

See applicable operational BMPs
in “What you should know
for….landscaping and Garding: at
http://reflood.org/stormwater/

Roofing, gutters, and trim;
condensate drain lines
Boiler drain lines shall be directly
or indirectly connected to the
sanitary sewer system and may
not discharge to the storm drain
system.

Condensate drain lines may
discharge to landscaped areas if
the flow is small enough that
runoff will not occur. Condensate
drain lines may not discharge to
the storm drain system.

Rooftop equipment with
potential to produce pollutants
shall be roofed and/or have
secondary containment.

Any drainage sumps on-site shall
feature a sediment sump to
reduce the quantity of sediment
in pumped water.

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

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- 26 -

Include controls for other sources
as specified by local reviewer.

Plazas, sidewalks, and parking
lots.

Sweep plazas, sidewalks, and
parking lots regularly to prevent
accumulation of litter and debris.

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

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

Table H.1 Construction Plan Cross-reference
BMP No. or
ID
BMP Identifier and
Description
Corresponding Plan Sheet(s) BMP Location (Lat/Long)
Bio-
Retention
Basin
Bio-Retention Basin
for 202 E. Third Street
Preliminary Grading Plan sheet 2 of 3
WQMP Exhibit- Sheet 3 of 3

33.924918, -116.979947

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

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

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

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

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

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

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

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

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

Maintenance Mechanism: The owner of the land will be responsible for the maintenance of the site and clearing of debris to allow for site infiltration.

Will the proposed BMPs be maintained by a Home Owners’ Association (HOA) or Property Owners Association (POA)?
Y N

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

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- 29 -

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

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- 30 -

VICINITY MAP
N.T.S

Page 452 of 1234 ends

Receiving M ap Legend
202 E 3rd St
10 mi
N➤➤N

SAN JACINTO
RIVER REACH 3

CANYON LAKE

LAKE ELSINORE
Project Location

SAN JACINTO
RIVER REACH 1

SAN TIMOTEO
CREEK REACH 3

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- 31 -

Appendix 2: Construction Plans
WQMP Exhibit

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BENCHMARK:

IN BEAUMONT,AT THE JUNCTION OF CALIFORNIA
AVENUE AND FIFTH PLACE, 28.9 M (94.8FT) WEST
OF THE AVENUE CENTERLINE, 7.7 M (25.3 FT)
SOUTH OF THE CENTERLINE OF FIFTH PLACE, 1.1 M
(3.6 FT) NORTH OF A GUY WIRE, 0.79 M (2.6 FT)
SOUTH OF A POWER POLE, 0.18 M (0.6 FT) EAST OF
A WITNESS POST.

THE MARK IS 0.6 METERS W FROM A SECOND
WITNESS POST. THE MARK IS ABOVE LEVEL WITH
THE AVENUE.

ELEV. 2576.61, NGVD 29
BY MARK APPR.DATE

ENGINEER CITY

DESCRIPTION
DATEANGEL CESAR, P.E.

R.C.E. 87222 EXP. 09/30/23
SEAL DESIGN BY:

DRAWN BY:

CHECKED BY:

SCALE:

DATE:

JOB NUMBER:
202 E. THIRD STREET
APN. 418-200-003, -004, -005
FILE NO:

OF SHEETS
No. 87222

ESTIMATED EARTHWORK QUANTITIES (PREVIOUS GRADING)

EARTHWORK QUANTITIES (NEW GRADING)
3449
11 / 08 / 2022
11 / 08 / 2022
11/09/2022
11/09/2022

Page 455 of 1234 ends

BENCHMARK:

THE MARK IS 0.6 METERS W FROM A SECOND
WITNESS POST. THE MARK IS ABOVE LEVEL WITH
THE AVENUE.

ELEV. 2576.61, NGVD 29
BY MARK APPR.DATE

ENGINEER CITY

DESCRIPTION
DATEANGEL CESAR, P.E.

R.C.E. 87222 EXP. 09/30/23
SEAL DESIGN BY:

DRAWN BY:

CHECKED BY:

SCALE:

DATE:

JOB NUMBER:
202 E. THIRD STREET
APN. 418-200-003, -004, -005
FILE NO:

OF SHEETS
No. 87222
”
“”
344911 / 08 / 2022
11/09/2022
11/09/2022

Page 456 of 1234 ends

BENCHMARK:

THE MARK IS 0.6 METERS W FROM A SECOND
WITNESS POST. THE MARK IS ABOVE LEVEL WITH
THE AVENUE.

ELEV. 2576.61, NGVD 29
BY MARK APPR.DATE

ENGINEER CITY

DESCRIPTION
DATEANGEL CESAR, P.E.

R.C.E. 87222 EXP. 09/30/23
SEAL DESIGN BY:

DRAWN BY:

CHECKED BY:

SCALE:

DATE:

JOB NUMBER:
202 E. THIRD STREET
APN. 418-200-003, -004, -005
FILE NO:

OF SHEETS
No. 87222
80400
Feet
1:480
40 7 -
344911 / 08 / 2022
11/09/2022
11/09/2022

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-
R
-
7 -
infiltration trench
area = 3,048 SF
vproposed = 4,115 cf
bottom = 2568.50
-
R
-
7 -
BENCHMARK:

THE MARK IS 0.6 METERS W FROM A SECOND
WITNESS POST. THE MARK IS ABOVE LEVEL WITH
THE AVENUE.

ELEV. 2576.61, NGVD 29
BY MARK APPR.DATE

ENGINEER CITY

DESCRIPTION
DATEANGEL CESAR, P.E.

R.C.E. 87222 EXP. 09/30/23
SEAL DESIGN BY:

DRAWN BY:

CHECKED BY:

SCALE:

DATE:

JOB NUMBER:
202 E. THIRD STREET
APN. 418-200-003, -004, -005
FILE NO:

OF SHEETS
No. 87222

PROJECT BMP CONFORMANCE ANALYSIS

PROJECT AREA BREAKDOWN
344911 / 08 / 2022
11/09/2022
11/09/2022

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- 32 -

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

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GEOTECHNICAL | ENVIRONMENTAL | MATERIALS
July 7, 2022
Project No. 3257-CR
Premium Land Development
108 Orange Street, Suite 5
Redlands, California 92373

Attention: Mr. Corey Smith

Subject: Infiltration Evaluation
Existing Commercial Facility
Assessor’s Parcel Numbers 418-200-003, -004 and -005
202 East 3rd Street
City of Beaumont, Riverside County, California

Reference: See Page 5

Dear Mr. King:

As requested and authorized, GeoTek, Inc. (GeoTek) has performed an Infiltration Evaluation associated with the existing commercial facility located at 202 East 3rd Street, in the City of Beaumont, Riverside County, Californ ia. The intent of this study is to evaluate the infiltration properties of the underly ing soils within the proposed project storm water disposal area (infiltration trench). This report presents the results of the evaluation performed by GeoTek.

Site Description

The project site is located at 202 East 3rd Street, in the City of Beaumont, Riverside County, California. The site can generally be accessed from East 3rd Street to the south. The site is currently occupied by a commercial facility and associated parking/drive areas.

The site consists of gently sloping terrain. Elevations across the site range from approximately 2,570 feet msl (mean sea level) to 2,580 feet msl. Site drainage is locally by sheet flow to the south.

Infiltration Testing

Two (2) percolation test borings were excavated with a truck-mounted hollow stem auger drill rig to a depth of approximately five (5) feet below the existing ground surface (bgs) at the

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Premium Land Development Project No. 3257-CR
Infiltration Evaluation July 7, 2022
Beaumont, Riverside County, California Page 2

proposed infiltration trench location, as provided by Blue Engineering & Consulting, Inc. The approximate locations of the percolation test borings are indicated on the attached Infiltration Test Location Map provided as Figure 1.

The borings were approximately 8-inches in diameter each. A four-inch diameter slotted PVC pipe encapsulated in filter sock was inserted into the test holes. The annular space between the test hole sidewalls and PVC pipe was filled with gravel.

The material encountered in the borings was clayey sand to sandy clay (SC and CL soil types based upon the Unified Soil Classification System). The logs of the borings are presented in Appendix A.

Groundwater was not encountered nor observed in the borings excavated for this evaluation.

Based on a review of groundwater depths noted on the State Department of Water Resources Water Data Library website, it is estimated a historic high groundwater depth of greater than 50 feet below existing grade exists at the site.

Subsequent to pre-soaking the test holes in general conformance with the referenced document (County of Riverside, 2011), percolation testing was performed in the lower approximately 12 inches in each of the percolation borings. The percolation testing was conducted in general conformance with the referenced document prepared by the County of Riverside. The percolation rate was converted to an infiltration rate via the Porchet Method.

The infiltration rates for the borings are presented in the follow table after the water level had stabilized.

Boring No. Infiltration Rate (inches per hour) Depth of Boring (feet) Boring I-1 0.0 5
Boring I-2 0.0 5

Copies of the percolation data sheets and infiltration conversion sheets (Porchet Method) are included in Appendix B.

The reported infiltration rates are the measured rates without any factor of safety applied.

Over the lifetime of the water quality facility, the infiltration rates may be affected by silt build up and biological activities, as well as local variations in near surface soil conditions. A suitable factor of safety should be applied to the field rates in design the infiltration systems.

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Premium Land Development Project No. 3257-CR
Infiltration Evaluation July 7, 2022
Beaumont, Riverside County, California Page 3

It should be noted that the infiltration rates provided above were performed in relatively undisturbed native materials. Infiltration rates will vary and are mostly dependent on the underlying consistency of the site soils and relative density. Infiltration rates will be impacted by weight of equipment travelling over the soils, placement of engineered fill and other various factors. GeoTek, Inc. assumes no responsibility or liability for the ultimate design or performance of the storm water facilities.

LIMITATIONS

The earth materials observed on the project site appear to be representative of the tested areas; however, soil materials vary in character between excavations and natural outcrops or conditions exposed during site construction. Site conditions may vary due to seasonal changes or other factors. GeoTek, Inc. assumes no responsibility or liability for work, testing or recommendations performed or provided by others.

GeoTek’s conclusions and recommendations are professional opinions that are limited to the extent of the available data. Observations during construction are important to allow for any change in recommendations found to be warranted. These opinions have been derived in accordance with current standards of practice and no warranty is expressed or implied.

Standards of practice are subject to change with time.

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Premium Land Development Project No. 3257-CR
Infiltration Evaluation July 7, 2022
Beaumont, Riverside County, California Page 4

The opportunity to be of service on this project is sincerely appreciated. If you should have any questions, please do not hesitate to contact GeoTek.

Respectfully submitted,
GeoTek, Inc.

Edward H. LaMont
CEG 1892, Exp. 07/31/22
Principal Geologist
Bruce A. Hick
GE 2284, Exp. 12/31/22
Geotechnical Engineer

Anna M. Scott
Project Geologist

Enclosures: Figure 1– Infiltration Test Location Map
Appendix A – Logs of Exploratory Borings
Appendix B – Percolation Data Sheets and Conversion Sheets (Porchet Method)

Distribution: (1) Addressee via email (PDF file)

G:\Projects\3252 to 3302\3257CR Premium Land Development 202 East Third Street Beaumont\Infiltration Evaluation\3257CR Infiltration Evaluation Beaumont.doc

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Premium Land Development Project No. 3257-CR
Infiltration Evaluation July 7, 2022
Beaumont, Riverside County, California Page 5

REFERENCE

County of Riverside, 2011, “Technical Guidance Document Appendix A – Infiltration Testing,” dated September.

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Figure 1Infiltration Test Location MapPremium Land DevelopmentAPNs 418-200-003, -004 and -005202 East Third StreetBeaumont, Riverside County, CaliforniaGeoTek Project No. 3257-CRLEGENDApproximate Location of Infiltration TestsNOT TO SCALEI-2I-1I-2Page 465 of 1234

APPENDIX A

LOGS OF EXPLORATORY BORINGS

202 East 3rd Street
City of Beaumont, Riverside County, California
Project No. 3257-CR

Page 466 of 1234 ends

GeoTek, Inc.

LOG OF EXPLORATORY BORING
0 SC Clayey m-c Sand, light brown, slightly moist, few gravel CL f-c Sandy Clay, red-brown, moist, trace gravel
No groundwater encountered.
---Small Bulk ---No Recovery ---Water Table RV = R-Value Test
SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density ---Ring ---SPT ---Large Bulk
Lab testing:AL = Atterberg Limits EI = Expansion Index SA = Sieve Analysis Sample type:

25 30
LEGEND

5 BORING TERMINATED AT 5 FEET

Boring set up for infiltraion testing with perforated drain pipe pipe, and 3/4" gravel.
10 15

20 Older Alluvium:

SAMPLES
USCS SymbolBoring No.: I-1

MATERIAL DESCRIPTION AND COMMENTS
Laboratory Testing
Depth (ft)Sample TypeBlows/ 6 inSample NumberWater Content (%)Dry Density (pcf)Others7/5/2022 PROJECT NO.:3257-CR HAMMER:140#/30"RIG TYPE:CME 75
LOCATION:Beaumont DATE:

Eddie
CLIENT:Premium Land Development, LLC DRILLER:2R Drilling LOGGED BY:Kevin PROJECT NAME:202 E. 3rd St. Beaumont DRILL METHOD:Hollow Stem OPERATOR:

Page 467 of 1234 ends

GeoTek, Inc.

LOG OF EXPLORATORY BORING
0 CL f-c Sandy Clay, red-brown, moist, few gravel
No groundwater encountered.
---Small Bulk ---No Recovery ---Water Table RV = R-Value Test
SR = Sulfate/Resisitivity Test SH = Shear Test HC= Consolidation MD = Maximum Density ---Ring ---SPT ---Large Bulk
Lab testing:AL = Atterberg Limits EI = Expansion Index SA = Sieve Analysis Sample type:

25 30
LEGEND

5 BORING TERMINATED AT 5 FEET
Boring set up for infiltration testing with perforated pipe, and 3/4" gravel.

10 15

20 Older Alluvium:

SAMPLES
USCS SymbolBoring No.: I-2

Eddie
CLIENT:Premium Land Development, LLC DRILLER:2R Drilling LOGGED BY:Kevin PROJECT NAME:202 E. 3rd St. Beaumont DRILL METHOD:Hollow Stem OPERATOR:

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APPENDIX B

PERCOLATION DATA AND CONVERSION SHEETS

202 East 3rd Street
City of Beaumont, Riverside County, California
Project No. 3257-CR

Page 469 of 1234 ends

PERCOLATION DATA SHEET
Project: 202 East Third Street, Beaumont Job No.: 3257-CR Test Hole No.: I-1 Tested By: Kevin G Date: 7-6-22
Depth of Hole As Drilled: Before Test: After Test:

Reading Time
Time
Interval
Total
Depth of
Hole
Initial
Water
Level
Final water
Level
Δ in Water
Level Rate Comments
No. (Min) (Inches) (Inches) (Inches) (Inches)
(minutes per
Inch)
7:00
_____________
7:26
_____________
7:53
_____________
8:25
_____________
9:08
_____________
9:39
_____________
10:15
_____________
10:46
_____________
11:17
_____________
11:49
_____________
0 10 30 60 48 48 0 0
9 30 60 48 48 0
0 8 30 60 48 48 0 0
7 30 60 48 48 0
0 6 30 60 48 48 0 0
5 30 60 48 48 0
0 4 30 60 48 48 0 0
3 30 60 48 48 0
0 water
reading is
from surface
2 25 60 48 48 0 0
1 25 60 48 48 0

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PERCOLATION DATA SHEET
Project: 202 East Third Street, Beaumont Job No.: 3257-CR Test Hole No.: I-1 Tested By: Kevin G Date: 7-6-22
Depth of Hole As Drilled: Before Test: After Test:

Reading Time
Time
Interval
Total
Depth of
Hole
Initial
Water
Level
Final water
Level
Δ in Water
Level Rate Comments
No. (Min) (Inches) (Inches) (Inches) (Inches)
(minutes per
Inch)
12:20
_____________
12:51
_____________
1:22
_____________
1:54
_____________
0 14 30 60 48 48 0 0
13 30 60 48 48 0
0 water reading is from surface
for all tests
12 30 60 48 48 0 0
11 30 60 48 48 0

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PERCOLATION DATA SHEET
Project: 202 East Third Street, Beaumont Job No.: 3257-CR Test Hole No.: I-2 Tested By: Kevin G Date: 7-6-22
Depth of Hole As Drilled: Before Test: After Test:

Reading Time
Time
Interval
Total
Depth of
Hole
Initial
Water
Level
Final water
Level
Δ in Water
Level Rate Comments
No. (Min) (Inches) (Inches) (Inches) (Inches)
(minutes per
Inch)
6:55
_____________
7:21
_____________
7:50
_____________
8:28
_____________
9:06
_____________
9:41
_____________
10:13
_____________
10:44
_____________
11:15
_____________
11:46
_____________
0 10 30 60 48 48 0 0
9 30 60 48 48 0
0 8 30 60 48 48 0 0
7 30 60 48 48 0
0 6 30 60 48 48 0 0
5 30 60 48 48 0
0 4 30 60 48 48 0 0
3 30 60 48 48 0
0 water
reading is
from surface
2 25 60 48 48 0 0
1 25 60 48 48 0

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PERCOLATION DATA SHEET
Project: 202 East Third Street, Beaumont Job No.: 3257-CR Test Hole No.: I-2 Tested By: Kevin G Date: 7-6-22
Depth of Hole As Drilled: Before Test: After Test:

Reading Time
Time
Interval
Total
Depth of
Hole
Initial
Water
Level
Final water
Level
Δ in Water
Level Rate Comments
No. (Min) (Inches) (Inches) (Inches) (Inches)
(minutes per
Inch)
12:17
_____________
12:48
_____________
1:19
_____________
1:51
_____________
0 14 30 60 48 48 0 0
13 30 60 48 48 0
0 water reading is from surface
for all tests
12 30 60 48 48 0 0
11 30 60 48 48 0

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Equation -It =
Havg = (HO+HF)/2 =
It = Inches per Hour0.00
Total Test Hole Depth, DT = 60
ΔH (60r)
Δt (r+2Havg)
HO = DT - DO = 48
HF = DT - DF = 48
ΔH = ΔD = HO- HF = 0
48 Final Depth to Water, DF = 12
Test Hole Radius, r = 4
Initial Depth to Water, DO = 12
Time Interval, Δt = 30
Client: Premium Land Development
Project: Beaumont
Project No: 3257-CR
Date: 7/6/2022
Boring No. I-1
Percolation Rate (Porchet Method)

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Equation -It =
Havg = (HO+HF)/2 =
It = Inches per Hour
Time Interval, Δt = 30
Client: Premium Land Development
Project: Beaumont
Project No: 3257-CR
Date: 7/6/2022
Boring No. I-2
Percolation Rate (Porchet Method)
Final Depth to Water, DF = 12
Test Hole Radius, r = 4
Initial Depth to Water, DO = 12

0.00 Total Test Hole Depth, DT = 60
ΔH (60r)
Δt (r+2Havg)
HO = DT - DO = 48
HF = DT - DF = 48
ΔH = ΔD = HO- HF = 0
48

Page 475 of 1234 ends

United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Western Riverside
Area, CaliforniaNatural
Resources
Conservation
Service
May 9, 2022Page 476 of 1234

Preface
Soil surveys contain information that affects land use planning in survey areas.

They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers.

Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment.

Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions.

The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations.

Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments ( http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center ( https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist ( http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/ ? cid=nrcs142p2_053951).

Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations.

The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey.

Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information.

The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2Page 477 of 1234

alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer.
3Page 478 of 1234

Contents
Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................11 Map Unit Descriptions.........................................................................................11 Western Riverside Area, California.................................................................13 RaB2—Ramona sandy loam, 2 to 5 percent slopes, eroded......................13 RaC3—Ramona sandy loam, 5 to 8 percent slopes, severely eroded........14 RaD3—Ramona sandy loam, 8 to 15 percent slopes, severely eroded......15 References............................................................................................................17 4Page 479 of 1234

How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity.

Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA.

The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape.

Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries.

Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units).

Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5Page 480 of 1234

scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research.

The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas.

Soil scientists make many field observations in the process of producing a soil map.

The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded.

These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape.

Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties.

While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management.

Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil.

Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date.

After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report
6Page 481 of 1234

identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately.

Custom Soil Resource Report
7Page 482 of 1234

Soil Map
The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8Page 483 of 1234

9 Custom Soil Resource Report
Soil Map
37537803753810375384037538703753900375393037539603753780375381037538403753870375390037539303753960501720 501750 501780 501810 501840 501870 501900 501930 501960 501990 501720 501750 501780 501810 501840 501870 501900 501930 501960 501990 33° 55' 34'' N 116° 58' 53'' W33° 55' 34'' N116° 58' 41'' W33° 55' 27'' N 116° 58' 53'' W33° 55' 27'' N
116° 58' 41'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 50 100 200 300
Feet
0 20 40 80 120
Meters
Map Scale: 1:1,390 if printed on A landscape (11" x 8.5") sheet.

Soil Map may not be valid at this scale.

Page 484 of 1234 ends

MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:15,800.

Warning: Soil Map may not be valid at this scale.

Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale.

Please rely on the bar scale on each map sheet for map
measurements.

Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:

Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required.

This product is generated from the USDA-NRCS certified data as of the version date(s) listed below.

Soil Survey Area: Western Riverside Area, California
Survey Area Data: Version 14, Sep 13, 2021
Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

Date(s) aerial images were photographed: Nov 15, 2020—Nov 19, 2020
The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.

Custom Soil Resource Report
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Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI RaB2 Ramona sandy loam, 2 to 5
percent slopes, eroded

2.5 58.1%
RaC3 Ramona sandy loam, 5 to 8
percent slopes, severely
eroded

1.3 30.1%
RaD3 Ramona sandy loam, 8 to 15
percent slopes, severely
eroded

0.5 11.7%
Totals for Area of Interest 4.3 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit.

A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class.

Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils.

Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape.

The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate Custom Soil Resource Report
11Page 486 of 1234

pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas.

An identifying symbol precedes the map unit name in the map unit descriptions.

Each description includes general facts about the unit and gives important soil properties and qualities.

Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement.

Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.

Some map units are made up of two or more major soils or miscellaneous areas.

These map units are complexes, associations, or undifferentiated groups.

A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps.

The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.

An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.

An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.

Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example.

Custom Soil Resource Report
12Page 487 of 1234

Western Riverside Area, California
RaB2—Ramona sandy loam, 2 to 5 percent slopes, eroded
Map Unit Setting
National map unit symbol: hcy5
Elevation: 250 to 3,500 feet
Mean annual precipitation: 10 to 20 inches
Mean annual air temperature: 63 degrees F
Frost-free period: 230 to 320 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Ramona and similar soils:85 percent
Minor components:15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Ramona
Setting
Landform:Terraces, alluvial fans
Landform position (three-dimensional):Tread
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Alluvium derived from granite
Typical profile
H1 - 0 to 14 inches: sandy loam
H2 - 14 to 23 inches: fine sandy loam
H3 - 23 to 68 inches: sandy clay loam
H4 - 68 to 74 inches: gravelly sandy loam
Properties and qualities
Slope:2 to 5 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.20 to 0.57 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Calcium carbonate, maximum content:1 percent
Available water supply, 0 to 60 inches: Moderate (about 8.1 inches) Interpretive groups
Land capability classification (irrigated): 2e
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
Ecological site: R019XD029CA - LOAMY
Hydric soil rating: No
Minor Components
Hanford
Percent of map unit:4 percent
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Hydric soil rating: No
Arlington
Percent of map unit:4 percent
Hydric soil rating: No
Greenfield
Percent of map unit:4 percent
Hydric soil rating: No
Tujunga
Percent of map unit:3 percent
Hydric soil rating: No
RaC3—Ramona sandy loam, 5 to 8 percent slopes, severely eroded Map Unit Setting
National map unit symbol: hcy8
Elevation: 250 to 3,500 feet
Mean annual precipitation: 10 to 20 inches
Mean annual air temperature: 63 degrees F
Frost-free period: 230 to 320 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Ramona and similar soils:85 percent
Minor components:15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.

Frequency of flooding:None
Frequency of ponding:None
Calcium carbonate, maximum content:1 percent
Available water supply, 0 to 60 inches: Moderate (about 8.5 inches) Interpretive groups
Land capability classification (irrigated): 3e
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
Ecological site: R019XD029CA - LOAMY
Hydric soil rating: No
Minor Components
Hanford
Percent of map unit:5 percent
Hydric soil rating: No
Greenfield
Percent of map unit:5 percent
Hydric soil rating: No
Tujunga
Percent of map unit:5 percent
Hydric soil rating: No
RaD3—Ramona sandy loam, 8 to 15 percent slopes, severely eroded Map Unit Setting
National map unit symbol: hcyb
Elevation: 250 to 3,500 feet
Mean annual precipitation: 10 to 20 inches
Mean annual air temperature: 63 degrees F
Frost-free period: 230 to 320 days
Farmland classification: Not prime farmland
Map Unit Composition
Ramona and similar soils:85 percent
Minor components:15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Ramona
Setting
Landform:Terraces, alluvial fans
Landform position (three-dimensional):Tread
Down-slope shape:Linear, concave
Across-slope shape:Linear
Parent material:Alluvium derived from granite
Typical profile
H1 - 0 to 8 inches: sandy loam
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H2 - 8 to 17 inches: fine sandy loam
H3 - 17 to 68 inches: sandy clay loam
H4 - 68 to 74 inches: gravelly sandy loam
Properties and qualities
Slope:8 to 15 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Well drained
Runoff class: High
Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.20 to 0.57 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Calcium carbonate, maximum content:1 percent
Available water supply, 0 to 60 inches: Moderate (about 8.4 inches) Interpretive groups
Land capability classification (irrigated): 4e
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: C
Ecological site: R019XD029CA - LOAMY
Hydric soil rating: No
Minor Components
Greenfield
Percent of map unit:5 percent
Hydric soil rating: No
Hanford
Percent of map unit:5 percent
Hydric soil rating: No
Tujunga
Percent of map unit:5 percent
Hydric soil rating: No
Custom Soil Resource Report
16Page 491 of 1234

References
American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition.

American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00.

Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31.

Federal Register. July 13, 1994. Changes in hydric soils of the United States.

Federal Register. September 18, 2002. Hydric soils of the United States.

Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States.

National Research Council. 1995. Wetlands: Characteristics and boundaries.

Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.

U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section.

United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1.

United States Department of Agriculture, Natural Resources Conservation Service.

National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.

National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 17Page 492 of 1234

United States Department of Agriculture, Natural Resources Conservation Service.

National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/ ? cid=nrcs142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report
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Appendix 4: Historical Site Conditions
Phase I Environmental Site Assessment or Other Information on Past Site Use

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The project site has been vacant for quite some time. Below is a Google image from 1996 the earliest image available.

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Appendix 5: LID Infeasibility
LID Technical Infeasibility Analysis

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CHAPTER 3: PREPARING YOURPROJECT-SPECIFIC WQMP

59 TABLE 3-4. LID BMP Applicability
LID BMP Hierarchy

A B C D
K SAT >

1.6"/hr.,
and no
restrictions
on infiltration
Are Harvest
and Use
BMPs
feasible?

0.3"/hr. < K SAT
< 1.6"/hr.,
or
unpredictable
or unknown
K SAT <

0.3"/hr.

LID Infiltration BMPs* 
Harvest and Use BMPs  
LID Bioretention   
LID Biotreatment 
Notes for Table 3-5:

See also Figure 3-6 for guidance in selecting appropriate BMPs Column A: Selections from this column may be used in locations where the infiltration rate of underlying soils is at least 1.6" per hour and no restrictions on infiltration apply to these locations.

Column B: Harvest and Use BMPs may be used where it can be shown that there is sufficient demand for harvested water and where LID Infiltration BMPs are not feasible.

Column C: Selections in this column may be used in locations where the measured infiltration rate of underlying soils is between

0.3" and 1.6" per hour or where, in accordance with recommendations of a licensed geotechnical engineer, the post- development saturated hydraulic conductivity is uncertain or unknown or cannot be reliably predicted because of soil disturbance or fill, anisotropic soil characteristics, presence of clay lenses, or other factors.

Column D: Selections in this column may be used in locations where the infiltration rate of underlying soils is 0.3" per hour or less. See Chapter 2 for more information.
* Permeable Pavement, when designed with a maximum of a 2:1 ratio of impervious area to pervious pavement areas, or less, is considered a self-retaining area, and is not considered an LID BMP for the purposes of this table. This table focuses on the ‘special case’ included in the discussion of ‘areas draining to self-retaining areas’ above, where a project proponent can choose to design the pervious pavement as a LID BMP in accordance with an approved design, such as the LID BMP Design handbook, and in return drain additional impervious area onto the pervious pavement beyond the 2:1 ratio.

3.4.2.a. Laying out your LID BMPs
Finding the right location for LID BMPs on your site involves a careful and creative integration of several factors:
 To make the most efficient use of the site and to maximize aesthetic value, integrate BMPs with site landscaping. Many local zoning codes may require landscape setbacks or buffers, or may specify that a minimum portion of the site be landscaped. It may be possible to locate some or all of your site’s Stormwater BMPs within this same area, or within utility easements or other non-buildable areas.
 Bioretention BMPs must be level or nearly level all the way around. When configured in a linear fashion (similar to swales) bioretention BMPs may be gently sloped end to end, but opposite sides must be at the same Reference page 59 form Riverside County WQMP Guidance

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

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RIVERSIDE COUNTY FLOODCONTROL AND WATERCONSERVATION DISTRICTIsohyetal Mapfor the 85th Percentile24 hour Storm EventJuly 2011Rain Gage LocationsProject SitePage 499 of 1234

Date
D85=0.85 inches
DMA
Type/ID
DMA Area
(square feet)
Post-Project Surface
Type
Effective
Imperivous
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
Design
Storm
Depth (in)
Design Capture
Volume, VBMP
(cubic feet)
Proposed
Volume on
Plans (cubic
feet)
1 168200 Mixed Surface Types 0.461 0.32 53001.1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
168200 53001.1 0.85 3754.2 4115
Notes:

Santa Ana Watershed - BMP Design Volume, VBMP Legend:

Required Entries
Calculated Cells
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook ) Company Name Blue Engineering & Consulting, Inc.7/19/2022 Designed by A. Cesar Case No PW2022-0878
Company Project Number/Name 202 E. Third Street
BMP Identification
BMP NAME / ID BMP #1 - Bio-Retention Basin
Must match Name/ID used on BMP Design Calculation Sheet Design Rainfall Depth
85th Percentile, 24-hour Rainfall Depth,
from the Isohyetal Map in Handbook Appendix E
Total
Drainage Management Area Tabulation
Insert additional rows if needed to accommodate all DMAs draining to the BMP

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BMP ID
#1
Company Name:Date: 7/19/2022
Designed by:County/City Case No.: PW2022-0 878
Enter the area tributary to this feature AT=3.86 acres
Enter VBMP determined from Section 2.1 of this Handbook VBMP=3,754 ft 3 Depth of Soil Filter Media Layer dS =3.0 ft
Top Width of Bioretention Facility, excluding curb wT =12.0 ft Total Effective Depth, dE
dE =1.74 ft
dE = [(0.3) x dS + (0.4) x 1] + 0.5 dE =1.80 ft
AM =2,156 ft2
A= 3,048 ft
2 Minimum Required Length of Bioretention Facility, L L =179.7 ft z = 4 :1
Diameter of Underdrain 6 inches
Longitudinal Slope of Site (3% maximum)2 %
6" Check Dam Spacing 25 feet
Describe Vegetation:

Notes:

Legend:Bioretention Facility - Design Procedure
Blue Engineering & Consulting, Inc.

A. Cesar
Design Volume
Calculated Cells
Bioretention Facility Surface Area
Side Slopes in Bioretention Facility
Required Entries
Minimum Surface Area, Am
dE = (0.3) x dS + (0.4) x 1 - (0.7/wT) + 0.5
Type of Bioretention Facility Design
VBMP (ft3)
AM (ft2) =
Proposed Surface Area
dE (ft)
Bioretention Facility Properties
Side slopes required (parallel to parking spaces or adjacent to walkways) No side slopes required (perpendicular to parking space or Planter Boxes) Riverside County Best Management Practice Design Handbook JUNE 2010 Page 501 of 1234

- 36 -

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

This project is not HCOC exempt per the HCOC Applicability map. In order to comply a bioretention basin is being proposed. The 2 year 24 hour storm event was ran to show that the basin is sized adequately to store the flood volume difference from the pre development to post development condition.
2 year – 24 hour
Pre-condition Post-condition Difference Bioretention Basin Volume
Volume (Cubic Feet) 11,609.0 17,187.3 5,578.3 5,878.05

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PRADO DAM

MYSTIC LAKE

PRADO DAM

REDLANDS

BEAUMONT

WILDOMAR

MURRIETA
CANYON
LAKE
CORONA
NORCO

CALIMESA

LAKE ELSINORE

BANNING

RIVERSIDE
PERRIS

JURUPA VALLEY
HEMET

EASTVALE

MENIFEE

SAN JACINTO
MORENO
VALLEY

DIAMOND VALLEY
LAKE
LAKE

SKINNER
LAKE

MATHEWS
CANYON
LAKE
LAKE

ELSINORE
LAKE
PERRIS
ZONE 1
ZONE 5
ZONE 3
ZONE 7
ZONE 4
ZONE 2
°0 1 2 3 4
Miles
HCOC Applicability MapHCOC Applicability Map
Map Document: (M:\Mdata\10108202\RCFCWCD_Hydromodification_Large_5500.mxd.mxd - IRV) - 1/9/2012 Legend
Stream Type
Not Susceptible Stream Channels
Potentially Susceptible Stream Channels
Large River (Not Susceptible)
Santa Ana River
Adequate Sump
Watershed Areas
Not Applicable Area
Applicable Area
Applicable Area Watershed Boundaries
Flood Control and Water
Conservation District Boundary
Study Area
County Boundary
Hydromodification Susceptibility Documentation Report and Mapping Riverside County Flood Control and Water Conservation District Map 2

PROJECT LOCATION

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U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2018, Version 9.0 Study date 08/18/22 File: 164preuh242.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6481
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- 202 E. Third Street
Pre Development UH
2 yr
24 hr
-------------------------------------------------------------------- Drainage Area = 3.86(Ac.) = 0.006 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 3.86(Ac.) =

0.006 Sq. Mi.

Length along longest watercourse = 341.00(Ft.)
Length along longest watercourse measured to centroid = 238.00(Ft.) Length along longest watercourse = 0.065 Mi.

Length along longest watercourse measured to centroid = 0.045 Mi.

Difference in elevation = 12.60(Ft.)
Slope along watercourse = 195.0968 Ft./Mi.

Average Manning's 'N' = 0.020
Lag time = 0.019 Hr.

Lag time = 1.15 Min.
25% of lag time = 0.29 Min.
40% of lag time = 0.46 Min.

Unit time = 5.00 Min.

Duration of storm = 24 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:

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Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

3.86 2.69 10.38
100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

3.86 6.46 24.94
STORM EVENT (YEAR) = 2.00
Area Averaged 2-Year Rainfall = 2.690(In)
Area Averaged 100-Year Rainfall = 6.460(In)
Point rain (area averaged) = 2.690(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 2.690(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

3.860 69.00 0.260
Total Area Entered = 3.86(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

69.0 49.8 0.574 0.260 0.440 1.000 0.440 Sum (F) = 0.440
Area averaged mean soil loss (F) (In/Hr) = 0.440
Minimum soil loss rate ((In/Hr)) = 0.220
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.692
--------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 434.891 67.345 2.620 2 0.167 869.783 32.655 1.270 Sum = 100.000 Sum= 3.890
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value

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Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 0.07 0.022 ( 0.779) 0.015 0.007 2 0.17 0.07 0.022 ( 0.776) 0.015 0.007 3 0.25 0.07 0.022 ( 0.773) 0.015 0.007 4 0.33 0.10 0.032 ( 0.770) 0.022 0.010 5 0.42 0.10 0.032 ( 0.767) 0.022 0.010 6 0.50 0.10 0.032 ( 0.764) 0.022 0.010 7 0.58 0.10 0.032 ( 0.761) 0.022 0.010 8 0.67 0.10 0.032 ( 0.758) 0.022 0.010 9 0.75 0.10 0.032 ( 0.755) 0.022 0.010 10 0.83 0.13 0.043 ( 0.752) 0.030 0.013 11 0.92 0.13 0.043 ( 0.750) 0.030 0.013 12 1.00 0.13 0.043 ( 0.747) 0.030 0.013 13 1.08 0.10 0.032 ( 0.744) 0.022 0.010 14 1.17 0.10 0.032 ( 0.741) 0.022 0.010 15 1.25 0.10 0.032 ( 0.738) 0.022 0.010 16 1.33 0.10 0.032 ( 0.735) 0.022 0.010 17 1.42 0.10 0.032 ( 0.732) 0.022 0.010 18 1.50 0.10 0.032 ( 0.729) 0.022 0.010 19 1.58 0.10 0.032 ( 0.726) 0.022 0.010 20 1.67 0.10 0.032 ( 0.723) 0.022 0.010 21 1.75 0.10 0.032 ( 0.720) 0.022 0.010 22 1.83 0.13 0.043 ( 0.717) 0.030 0.013 23 1.92 0.13 0.043 ( 0.714) 0.030 0.013 24 2.00 0.13 0.043 ( 0.712) 0.030 0.013 25 2.08 0.13 0.043 ( 0.709) 0.030 0.013 26 2.17 0.13 0.043 ( 0.706) 0.030 0.013 27 2.25 0.13 0.043 ( 0.703) 0.030 0.013 28 2.33 0.13 0.043 ( 0.700) 0.030 0.013 29 2.42 0.13 0.043 ( 0.697) 0.030 0.013 30 2.50 0.13 0.043 ( 0.694) 0.030 0.013 31 2.58 0.17 0.054 ( 0.692) 0.037 0.017 32 2.67 0.17 0.054 ( 0.689) 0.037 0.017 33 2.75 0.17 0.054 ( 0.686) 0.037 0.017 34 2.83 0.17 0.054 ( 0.683) 0.037 0.017 35 2.92 0.17 0.054 ( 0.680) 0.037 0.017 36 3.00 0.17 0.054 ( 0.677) 0.037 0.017 37 3.08 0.17 0.054 ( 0.675) 0.037 0.017 38 3.17 0.17 0.054 ( 0.672) 0.037 0.017 39 3.25 0.17 0.054 ( 0.669) 0.037 0.017 40 3.33 0.17 0.054 ( 0.666) 0.037 0.017 41 3.42 0.17 0.054 ( 0.663) 0.037 0.017 42 3.50 0.17 0.054 ( 0.661) 0.037 0.017 43 3.58 0.17 0.054 ( 0.658) 0.037 0.017 44 3.67 0.17 0.054 ( 0.655) 0.037 0.017 45 3.75 0.17 0.054 ( 0.652) 0.037 0.017 46 3.83 0.20 0.065 ( 0.650) 0.045 0.020 47 3.92 0.20 0.065 ( 0.647) 0.045 0.020

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48 4.00 0.20 0.065 ( 0.644) 0.045 0.020 49 4.08 0.20 0.065 ( 0.641) 0.045 0.020 50 4.17 0.20 0.065 ( 0.639) 0.045 0.020 51 4.25 0.20 0.065 ( 0.636) 0.045 0.020 52 4.33 0.23 0.075 ( 0.633) 0.052 0.023 53 4.42 0.23 0.075 ( 0.631) 0.052 0.023 54 4.50 0.23 0.075 ( 0.628) 0.052 0.023 55 4.58 0.23 0.075 ( 0.625) 0.052 0.023 56 4.67 0.23 0.075 ( 0.622) 0.052 0.023 57 4.75 0.23 0.075 ( 0.620) 0.052 0.023 58 4.83 0.27 0.086 ( 0.617) 0.060 0.027 59 4.92 0.27 0.086 ( 0.614) 0.060 0.027 60 5.00 0.27 0.086 ( 0.612) 0.060 0.027 61 5.08 0.20 0.065 ( 0.609) 0.045 0.020 62 5.17 0.20 0.065 ( 0.606) 0.045 0.020 63 5.25 0.20 0.065 ( 0.604) 0.045 0.020 64 5.33 0.23 0.075 ( 0.601) 0.052 0.023 65 5.42 0.23 0.075 ( 0.599) 0.052 0.023 66 5.50 0.23 0.075 ( 0.596) 0.052 0.023 67 5.58 0.27 0.086 ( 0.593) 0.060 0.027 68 5.67 0.27 0.086 ( 0.591) 0.060 0.027 69 5.75 0.27 0.086 ( 0.588) 0.060 0.027 70 5.83 0.27 0.086 ( 0.586) 0.060 0.027 71 5.92 0.27 0.086 ( 0.583) 0.060 0.027 72 6.00 0.27 0.086 ( 0.580) 0.060 0.027 73 6.08 0.30 0.097 ( 0.578) 0.067 0.030 74 6.17 0.30 0.097 ( 0.575) 0.067 0.030 75 6.25 0.30 0.097 ( 0.573) 0.067 0.030 76 6.33 0.30 0.097 ( 0.570) 0.067 0.030 77 6.42 0.30 0.097 ( 0.568) 0.067 0.030 78 6.50 0.30 0.097 ( 0.565) 0.067 0.030 79 6.58 0.33 0.108 ( 0.562) 0.074 0.033 80 6.67 0.33 0.108 ( 0.560) 0.074 0.033 81 6.75 0.33 0.108 ( 0.557) 0.074 0.033 82 6.83 0.33 0.108 ( 0.555) 0.074 0.033 83 6.92 0.33 0.108 ( 0.552) 0.074 0.033 84 7.00 0.33 0.108 ( 0.550) 0.074 0.033 85 7.08 0.33 0.108 ( 0.547) 0.074 0.033 86 7.17 0.33 0.108 ( 0.545) 0.074 0.033 87 7.25 0.33 0.108 ( 0.542) 0.074 0.033 88 7.33 0.37 0.118 ( 0.540) 0.082 0.036 89 7.42 0.37 0.118 ( 0.537) 0.082 0.036 90 7.50 0.37 0.118 ( 0.535) 0.082 0.036 91 7.58 0.40 0.129 ( 0.532) 0.089 0.040 92 7.67 0.40 0.129 ( 0.530) 0.089 0.040 93 7.75 0.40 0.129 ( 0.528) 0.089 0.040 94 7.83 0.43 0.140 ( 0.525) 0.097 0.043 95 7.92 0.43 0.140 ( 0.523) 0.097 0.043 96 8.00 0.43 0.140 ( 0.520) 0.097 0.043 97 8.08 0.50 0.161 ( 0.518) 0.112 0.050

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98 8.17 0.50 0.161 ( 0.515) 0.112 0.050 99 8.25 0.50 0.161 ( 0.513) 0.112 0.050 100 8.33 0.50 0.161 ( 0.511) 0.112 0.050 101 8.42 0.50 0.161 ( 0.508) 0.112 0.050 102 8.50 0.50 0.161 ( 0.506) 0.112 0.050 103 8.58 0.53 0.172 ( 0.504) 0.119 0.053 104 8.67 0.53 0.172 ( 0.501) 0.119 0.053 105 8.75 0.53 0.172 ( 0.499) 0.119 0.053 106 8.83 0.57 0.183 ( 0.496) 0.127 0.056 107 8.92 0.57 0.183 ( 0.494) 0.127 0.056 108 9.00 0.57 0.183 ( 0.492) 0.127 0.056 109 9.08 0.63 0.204 ( 0.489) 0.141 0.063 110 9.17 0.63 0.204 ( 0.487) 0.141 0.063 111 9.25 0.63 0.204 ( 0.485) 0.141 0.063 112 9.33 0.67 0.215 ( 0.482) 0.149 0.066 113 9.42 0.67 0.215 ( 0.480) 0.149 0.066 114 9.50 0.67 0.215 ( 0.478) 0.149 0.066 115 9.58 0.70 0.226 ( 0.476) 0.156 0.070 116 9.67 0.70 0.226 ( 0.473) 0.156 0.070 117 9.75 0.70 0.226 ( 0.471) 0.156 0.070 118 9.83 0.73 0.237 ( 0.469) 0.164 0.073 119 9.92 0.73 0.237 ( 0.467) 0.164 0.073 120 10.00 0.73 0.237 ( 0.464) 0.164 0.073 121 10.08 0.50 0.161 ( 0.462) 0.112 0.050 122 10.17 0.50 0.161 ( 0.460) 0.112 0.050 123 10.25 0.50 0.161 ( 0.458) 0.112 0.050 124 10.33 0.50 0.161 ( 0.455) 0.112 0.050 125 10.42 0.50 0.161 ( 0.453) 0.112 0.050 126 10.50 0.50 0.161 ( 0.451) 0.112 0.050 127 10.58 0.67 0.215 ( 0.449) 0.149 0.066 128 10.67 0.67 0.215 ( 0.447) 0.149 0.066 129 10.75 0.67 0.215 ( 0.444) 0.149 0.066 130 10.83 0.67 0.215 ( 0.442) 0.149 0.066 131 10.92 0.67 0.215 ( 0.440) 0.149 0.066 132 11.00 0.67 0.215 ( 0.438) 0.149 0.066 133 11.08 0.63 0.204 ( 0.436) 0.141 0.063 134 11.17 0.63 0.204 ( 0.434) 0.141 0.063 135 11.25 0.63 0.204 ( 0.431) 0.141 0.063 136 11.33 0.63 0.204 ( 0.429) 0.141 0.063 137 11.42 0.63 0.204 ( 0.427) 0.141 0.063 138 11.50 0.63 0.204 ( 0.425) 0.141 0.063 139 11.58 0.57 0.183 ( 0.423) 0.127 0.056 140 11.67 0.57 0.183 ( 0.421) 0.127 0.056 141 11.75 0.57 0.183 ( 0.419) 0.127 0.056 142 11.83 0.60 0.194 ( 0.417) 0.134 0.060 143 11.92 0.60 0.194 ( 0.415) 0.134 0.060 144 12.00 0.60 0.194 ( 0.412) 0.134 0.060 145 12.08 0.83 0.269 ( 0.410) 0.186 0.083 146 12.17 0.83 0.269 ( 0.408) 0.186 0.083 147 12.25 0.83 0.269 ( 0.406) 0.186 0.083

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148 12.33 0.87 0.280 ( 0.404) 0.194 0.086 149 12.42 0.87 0.280 ( 0.402) 0.194 0.086 150 12.50 0.87 0.280 ( 0.400) 0.194 0.086 151 12.58 0.93 0.301 ( 0.398) 0.208 0.093 152 12.67 0.93 0.301 ( 0.396) 0.208 0.093 153 12.75 0.93 0.301 ( 0.394) 0.208 0.093 154 12.83 0.97 0.312 ( 0.392) 0.216 0.096 155 12.92 0.97 0.312 ( 0.390) 0.216 0.096 156 13.00 0.97 0.312 ( 0.388) 0.216 0.096 157 13.08 1.13 0.366 ( 0.386) 0.253 0.113 158 13.17 1.13 0.366 ( 0.384) 0.253 0.113 159 13.25 1.13 0.366 ( 0.382) 0.253 0.113 160 13.33 1.13 0.366 ( 0.380) 0.253 0.113 161 13.42 1.13 0.366 ( 0.378) 0.253 0.113 162 13.50 1.13 0.366 ( 0.377) 0.253 0.113 163 13.58 0.77 0.247 ( 0.375) 0.171 0.076 164 13.67 0.77 0.247 ( 0.373) 0.171 0.076 165 13.75 0.77 0.247 ( 0.371) 0.171 0.076 166 13.83 0.77 0.247 ( 0.369) 0.171 0.076 167 13.92 0.77 0.247 ( 0.367) 0.171 0.076 168 14.00 0.77 0.247 ( 0.365) 0.171 0.076 169 14.08 0.90 0.291 ( 0.363) 0.201 0.089 170 14.17 0.90 0.291 ( 0.361) 0.201 0.089 171 14.25 0.90 0.291 ( 0.360) 0.201 0.089 172 14.33 0.87 0.280 ( 0.358) 0.194 0.086 173 14.42 0.87 0.280 ( 0.356) 0.194 0.086 174 14.50 0.87 0.280 ( 0.354) 0.194 0.086 175 14.58 0.87 0.280 ( 0.352) 0.194 0.086 176 14.67 0.87 0.280 ( 0.351) 0.194 0.086 177 14.75 0.87 0.280 ( 0.349) 0.194 0.086 178 14.83 0.83 0.269 ( 0.347) 0.186 0.083 179 14.92 0.83 0.269 ( 0.345) 0.186 0.083 180 15.00 0.83 0.269 ( 0.343) 0.186 0.083 181 15.08 0.80 0.258 ( 0.342) 0.179 0.080 182 15.17 0.80 0.258 ( 0.340) 0.179 0.080 183 15.25 0.80 0.258 ( 0.338) 0.179 0.080 184 15.33 0.77 0.247 ( 0.336) 0.171 0.076 185 15.42 0.77 0.247 ( 0.335) 0.171 0.076 186 15.50 0.77 0.247 ( 0.333) 0.171 0.076 187 15.58 0.63 0.204 ( 0.331) 0.141 0.063 188 15.67 0.63 0.204 ( 0.330) 0.141 0.063 189 15.75 0.63 0.204 ( 0.328) 0.141 0.063 190 15.83 0.63 0.204 ( 0.326) 0.141 0.063 191 15.92 0.63 0.204 ( 0.325) 0.141 0.063 192 16.00 0.63 0.204 ( 0.323) 0.141 0.063 193 16.08 0.13 0.043 ( 0.321) 0.030 0.013 194 16.17 0.13 0.043 ( 0.320) 0.030 0.013 195 16.25 0.13 0.043 ( 0.318) 0.030 0.013 196 16.33 0.13 0.043 ( 0.316) 0.030 0.013 197 16.42 0.13 0.043 ( 0.315) 0.030 0.013

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198 16.50 0.13 0.043 ( 0.313) 0.030 0.013 199 16.58 0.10 0.032 ( 0.312) 0.022 0.010 200 16.67 0.10 0.032 ( 0.310) 0.022 0.010 201 16.75 0.10 0.032 ( 0.308) 0.022 0.010 202 16.83 0.10 0.032 ( 0.307) 0.022 0.010 203 16.92 0.10 0.032 ( 0.305) 0.022 0.010 204 17.00 0.10 0.032 ( 0.304) 0.022 0.010 205 17.08 0.17 0.054 ( 0.302) 0.037 0.017 206 17.17 0.17 0.054 ( 0.301) 0.037 0.017 207 17.25 0.17 0.054 ( 0.299) 0.037 0.017 208 17.33 0.17 0.054 ( 0.298) 0.037 0.017 209 17.42 0.17 0.054 ( 0.296) 0.037 0.017 210 17.50 0.17 0.054 ( 0.295) 0.037 0.017 211 17.58 0.17 0.054 ( 0.293) 0.037 0.017 212 17.67 0.17 0.054 ( 0.292) 0.037 0.017 213 17.75 0.17 0.054 ( 0.290) 0.037 0.017 214 17.83 0.13 0.043 ( 0.289) 0.030 0.013 215 17.92 0.13 0.043 ( 0.287) 0.030 0.013 216 18.00 0.13 0.043 ( 0.286) 0.030 0.013 217 18.08 0.13 0.043 ( 0.285) 0.030 0.013 218 18.17 0.13 0.043 ( 0.283) 0.030 0.013 219 18.25 0.13 0.043 ( 0.282) 0.030 0.013 220 18.33 0.13 0.043 ( 0.280) 0.030 0.013 221 18.42 0.13 0.043 ( 0.279) 0.030 0.013 222 18.50 0.13 0.043 ( 0.278) 0.030 0.013 223 18.58 0.10 0.032 ( 0.276) 0.022 0.010 224 18.67 0.10 0.032 ( 0.275) 0.022 0.010 225 18.75 0.10 0.032 ( 0.274) 0.022 0.010 226 18.83 0.07 0.022 ( 0.272) 0.015 0.007 227 18.92 0.07 0.022 ( 0.271) 0.015 0.007 228 19.00 0.07 0.022 ( 0.270) 0.015 0.007 229 19.08 0.10 0.032 ( 0.269) 0.022 0.010 230 19.17 0.10 0.032 ( 0.267) 0.022 0.010 231 19.25 0.10 0.032 ( 0.266) 0.022 0.010 232 19.33 0.13 0.043 ( 0.265) 0.030 0.013 233 19.42 0.13 0.043 ( 0.264) 0.030 0.013 234 19.50 0.13 0.043 ( 0.262) 0.030 0.013 235 19.58 0.10 0.032 ( 0.261) 0.022 0.010 236 19.67 0.10 0.032 ( 0.260) 0.022 0.010 237 19.75 0.10 0.032 ( 0.259) 0.022 0.010 238 19.83 0.07 0.022 ( 0.258) 0.015 0.007 239 19.92 0.07 0.022 ( 0.256) 0.015 0.007 240 20.00 0.07 0.022 ( 0.255) 0.015 0.007 241 20.08 0.10 0.032 ( 0.254) 0.022 0.010 242 20.17 0.10 0.032 ( 0.253) 0.022 0.010 243 20.25 0.10 0.032 ( 0.252) 0.022 0.010 244 20.33 0.10 0.032 ( 0.251) 0.022 0.010 245 20.42 0.10 0.032 ( 0.250) 0.022 0.010 246 20.50 0.10 0.032 ( 0.249) 0.022 0.010 247 20.58 0.10 0.032 ( 0.248) 0.022 0.010

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248 20.67 0.10 0.032 ( 0.247) 0.022 0.010 249 20.75 0.10 0.032 ( 0.246) 0.022 0.010 250 20.83 0.07 0.022 ( 0.245) 0.015 0.007 251 20.92 0.07 0.022 ( 0.244) 0.015 0.007 252 21.00 0.07 0.022 ( 0.243) 0.015 0.007 253 21.08 0.10 0.032 ( 0.242) 0.022 0.010 254 21.17 0.10 0.032 ( 0.241) 0.022 0.010 255 21.25 0.10 0.032 ( 0.240) 0.022 0.010 256 21.33 0.07 0.022 ( 0.239) 0.015 0.007 257 21.42 0.07 0.022 ( 0.238) 0.015 0.007 258 21.50 0.07 0.022 ( 0.237) 0.015 0.007 259 21.58 0.10 0.032 ( 0.236) 0.022 0.010 260 21.67 0.10 0.032 ( 0.235) 0.022 0.010 261 21.75 0.10 0.032 ( 0.235) 0.022 0.010 262 21.83 0.07 0.022 ( 0.234) 0.015 0.007 263 21.92 0.07 0.022 ( 0.233) 0.015 0.007 264 22.00 0.07 0.022 ( 0.232) 0.015 0.007 265 22.08 0.10 0.032 ( 0.231) 0.022 0.010 266 22.17 0.10 0.032 ( 0.231) 0.022 0.010 267 22.25 0.10 0.032 ( 0.230) 0.022 0.010 268 22.33 0.07 0.022 ( 0.229) 0.015 0.007 269 22.42 0.07 0.022 ( 0.228) 0.015 0.007 270 22.50 0.07 0.022 ( 0.228) 0.015 0.007 271 22.58 0.07 0.022 ( 0.227) 0.015 0.007 272 22.67 0.07 0.022 ( 0.226) 0.015 0.007 273 22.75 0.07 0.022 ( 0.226) 0.015 0.007 274 22.83 0.07 0.022 ( 0.225) 0.015 0.007 275 22.92 0.07 0.022 ( 0.225) 0.015 0.007 276 23.00 0.07 0.022 ( 0.224) 0.015 0.007 277 23.08 0.07 0.022 ( 0.224) 0.015 0.007 278 23.17 0.07 0.022 ( 0.223) 0.015 0.007 279 23.25 0.07 0.022 ( 0.223) 0.015 0.007 280 23.33 0.07 0.022 ( 0.222) 0.015 0.007 281 23.42 0.07 0.022 ( 0.222) 0.015 0.007 282 23.50 0.07 0.022 ( 0.221) 0.015 0.007 283 23.58 0.07 0.022 ( 0.221) 0.015 0.007 284 23.67 0.07 0.022 ( 0.221) 0.015 0.007 285 23.75 0.07 0.022 ( 0.220) 0.015 0.007 286 23.83 0.07 0.022 ( 0.220) 0.015 0.007 287 23.92 0.07 0.022 ( 0.220) 0.015 0.007 288 24.00 0.07 0.022 ( 0.220) 0.015 0.007 (Loss Rate Not Used)
Sum = 100.0 Sum = 9.9 Flood volume = Effective rainfall 0.83(In)
times area 3.9(Ac.)/[(In)/(Ft.)] = 0.3(Ac.Ft) Total soil loss = 1.86(In)
Total soil loss = 0.599(Ac.Ft)
Total rainfall = 2.69(In)
Flood volume = 11609.0 Cubic Feet
Total soil loss = 26082.5 Cubic Feet

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-------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.439(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0001 0.02 Q | | | | 0+10 0.0003 0.03 Q | | | | 0+15 0.0005 0.03 Q | | | | 0+20 0.0007 0.03 Q | | | | 0+25 0.0010 0.04 Q | | | | 0+30 0.0012 0.04 Q | | | | 0+35 0.0015 0.04 Q | | | | 0+40 0.0018 0.04 Q | | | | 0+45 0.0020 0.04 Q | | | | 0+50 0.0024 0.05 Q | | | | 0+55 0.0027 0.05 Q | | | | 1+ 0 0.0031 0.05 Q | | | | 1+ 5 0.0034 0.04 Q | | | | 1+10 0.0036 0.04 Q | | | | 1+15 0.0039 0.04 Q | | | | 1+20 0.0042 0.04 Q | | | | 1+25 0.0044 0.04 Q | | | | 1+30 0.0047 0.04 Q | | | | 1+35 0.0050 0.04 Q | | | | 1+40 0.0052 0.04 Q | | | | 1+45 0.0055 0.04 Q | | | | 1+50 0.0058 0.05 Q | | | | 1+55 0.0062 0.05 Q | | | | 2+ 0 0.0065 0.05 Q | | | | 2+ 5 0.0069 0.05 QV | | | | 2+10 0.0073 0.05 QV | | | | 2+15 0.0076 0.05 QV | | | | 2+20 0.0080 0.05 QV | | | | 2+25 0.0083 0.05 QV | | | | 2+30 0.0087 0.05 QV | | | | 2+35 0.0091 0.06 QV | | | | 2+40 0.0095 0.06 QV | | | | 2+45 0.0100 0.06 QV | | | | 2+50 0.0104 0.06 QV | | | | 2+55 0.0109 0.06 QV | | | | 3+ 0 0.0113 0.06 QV | | | | 3+ 5 0.0118 0.06 QV | | | | 3+10 0.0122 0.06 QV | | | |

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3+15 0.0126 0.06 QV | | | | 3+20 0.0131 0.06 QV | | | | 3+25 0.0135 0.06 Q V | | | | 3+30 0.0140 0.06 Q V | | | | 3+35 0.0144 0.06 Q V | | | | 3+40 0.0149 0.06 Q V | | | | 3+45 0.0153 0.06 Q V | | | | 3+50 0.0158 0.07 Q V | | | | 3+55 0.0163 0.08 Q V | | | | 4+ 0 0.0169 0.08 Q V | | | | 4+ 5 0.0174 0.08 Q V | | | | 4+10 0.0179 0.08 Q V | | | | 4+15 0.0185 0.08 Q V | | | | 4+20 0.0191 0.09 Q V | | | | 4+25 0.0197 0.09 Q V | | | | 4+30 0.0203 0.09 Q V | | | | 4+35 0.0209 0.09 Q V | | | | 4+40 0.0216 0.09 Q V | | | | 4+45 0.0222 0.09 Q V | | | | 4+50 0.0229 0.10 Q V | | | | 4+55 0.0236 0.10 Q V | | | | 5+ 0 0.0243 0.10 Q V | | | | 5+ 5 0.0249 0.09 Q V | | | | 5+10 0.0254 0.08 Q V | | | | 5+15 0.0259 0.08 Q V | | | | 5+20 0.0265 0.09 Q V | | | | 5+25 0.0272 0.09 Q V | | | | 5+30 0.0278 0.09 Q V | | | | 5+35 0.0285 0.10 Q V | | | | 5+40 0.0292 0.10 Q V | | | | 5+45 0.0299 0.10 Q V | | | | 5+50 0.0306 0.10 Q V | | | | 5+55 0.0313 0.10 Q V | | | | 6+ 0 0.0320 0.10 Q V | | | | 6+ 5 0.0328 0.11 Q V | | | | 6+10 0.0336 0.12 Q V | | | | 6+15 0.0344 0.12 Q V | | | | 6+20 0.0352 0.12 Q V | | | | 6+25 0.0360 0.12 Q V | | | | 6+30 0.0368 0.12 Q V | | | | 6+35 0.0376 0.12 Q V | | | | 6+40 0.0385 0.13 Q V | | | | 6+45 0.0394 0.13 Q V | | | | 6+50 0.0403 0.13 Q V | | | | 6+55 0.0412 0.13 Q V | | | | 7+ 0 0.0421 0.13 Q V | | | | 7+ 5 0.0430 0.13 Q V | | | | 7+10 0.0439 0.13 Q V | | | | 7+15 0.0447 0.13 Q V | | | | 7+20 0.0457 0.14 Q V | | | |

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7+25 0.0467 0.14 Q V | | | | 7+30 0.0477 0.14 Q V | | | | 7+35 0.0487 0.15 Q V | | | | 7+40 0.0498 0.15 Q V | | | | 7+45 0.0508 0.15 Q V | | | | 7+50 0.0519 0.16 Q V | | | | 7+55 0.0531 0.17 Q V | | | | 8+ 0 0.0543 0.17 Q V | | | | 8+ 5 0.0555 0.19 Q V | | | | 8+10 0.0569 0.19 Q V | | | | 8+15 0.0582 0.19 Q V | | | | 8+20 0.0595 0.19 Q V | | | | 8+25 0.0609 0.19 Q V| | | | 8+30 0.0622 0.19 Q V| | | | 8+35 0.0636 0.20 Q V| | | | 8+40 0.0650 0.21 Q V| | | | 8+45 0.0664 0.21 Q V| | | | 8+50 0.0679 0.22 Q V | | | 8+55 0.0694 0.22 Q V | | | 9+ 0 0.0709 0.22 Q V | | | 9+ 5 0.0726 0.24 Q V | | | 9+10 0.0742 0.25 Q |V | | | 9+15 0.0759 0.25 Q |V | | | 9+20 0.0777 0.25 |Q |V | | | 9+25 0.0795 0.26 |Q |V | | | 9+30 0.0812 0.26 |Q | V | | | 9+35 0.0831 0.27 |Q | V | | | 9+40 0.0849 0.27 |Q | V | | | 9+45 0.0868 0.27 |Q | V | | | 9+50 0.0887 0.28 |Q | V | | | 9+55 0.0907 0.28 |Q | V | | | 10+ 0 0.0926 0.28 |Q | V | | | 10+ 5 0.0942 0.22 Q | V | | | 10+10 0.0955 0.19 Q | V | | | 10+15 0.0968 0.19 Q | V | | | 10+20 0.0982 0.19 Q | V | | | 10+25 0.0995 0.19 Q | V | | | 10+30 0.1008 0.19 Q | V | | | 10+35 0.1025 0.24 Q | V | | | 10+40 0.1042 0.26 |Q | V | | | 10+45 0.1060 0.26 |Q | V | | | 10+50 0.1078 0.26 |Q | V | | | 10+55 0.1096 0.26 |Q | V | | | 11+ 0 0.1114 0.26 |Q | V | | | 11+ 5 0.1131 0.25 Q | V | | | 11+10 0.1148 0.25 Q | V | | | 11+15 0.1164 0.25 Q | V | | | 11+20 0.1181 0.25 Q | V | | | 11+25 0.1198 0.25 Q | V | | | 11+30 0.1215 0.25 Q | V | | |

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11+35 0.1231 0.23 Q | V | | | 11+40 0.1246 0.22 Q | V | | | 11+45 0.1261 0.22 Q | V | | | 11+50 0.1277 0.23 Q | V| | | 11+55 0.1293 0.23 Q | V| | | 12+ 0 0.1309 0.23 Q | V| | | 12+ 5 0.1329 0.29 |Q | V| | | 12+10 0.1351 0.32 |Q | V | | 12+15 0.1373 0.32 |Q | V | | 12+20 0.1396 0.33 |Q | V | | 12+25 0.1419 0.34 |Q | |V | | 12+30 0.1442 0.34 |Q | |V | | 12+35 0.1467 0.35 |Q | | V | | 12+40 0.1491 0.36 |Q | | V | | 12+45 0.1516 0.36 |Q | | V | | 12+50 0.1542 0.37 |Q | | V | | 12+55 0.1568 0.37 |Q | | V | | 13+ 0 0.1593 0.37 |Q | | V | | 13+ 5 0.1622 0.42 |Q | | V | | 13+10 0.1652 0.44 |Q | | V | | 13+15 0.1682 0.44 |Q | | V | | 13+20 0.1713 0.44 |Q | | V | | 13+25 0.1743 0.44 |Q | | V | | 13+30 0.1773 0.44 |Q | | V | | 13+35 0.1797 0.34 |Q | | V | | 13+40 0.1817 0.30 |Q | | V | | 13+45 0.1838 0.30 |Q | | V | | 13+50 0.1858 0.30 |Q | | V | | 13+55 0.1878 0.30 |Q | | V | | 14+ 0 0.1899 0.30 |Q | | V | | 14+ 5 0.1922 0.33 |Q | | V | | 14+10 0.1946 0.35 |Q | | V| | 14+15 0.1970 0.35 |Q | | V| | 14+20 0.1993 0.34 |Q | | V| | 14+25 0.2016 0.34 |Q | | V | 14+30 0.2039 0.34 |Q | | V | 14+35 0.2062 0.34 |Q | | V | 14+40 0.2085 0.34 |Q | | |V | 14+45 0.2109 0.34 |Q | | |V | 14+50 0.2131 0.33 |Q | | |V | 14+55 0.2153 0.32 |Q | | | V | 15+ 0 0.2175 0.32 |Q | | | V | 15+ 5 0.2197 0.31 |Q | | | V | 15+10 0.2218 0.31 |Q | | | V | 15+15 0.2240 0.31 |Q | | | V | 15+20 0.2260 0.30 |Q | | | V | 15+25 0.2281 0.30 |Q | | | V | 15+30 0.2301 0.30 |Q | | | V | 15+35 0.2319 0.26 |Q | | | V | 15+40 0.2336 0.25 Q | | | V |

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15+45 0.2353 0.25 Q | | | V | 15+50 0.2370 0.25 Q | | | V | 15+55 0.2387 0.25 Q | | | V | 16+ 0 0.2404 0.25 Q | | | V | 16+ 5 0.2412 0.11 Q | | | V | 16+10 0.2415 0.05 Q | | | V | 16+15 0.2419 0.05 Q | | | V | 16+20 0.2422 0.05 Q | | | V | 16+25 0.2426 0.05 Q | | | V | 16+30 0.2429 0.05 Q | | | V | 16+35 0.2432 0.04 Q | | | V | 16+40 0.2435 0.04 Q | | | V | 16+45 0.2438 0.04 Q | | | V | 16+50 0.2440 0.04 Q | | | V | 16+55 0.2443 0.04 Q | | | V | 17+ 0 0.2446 0.04 Q | | | V | 17+ 5 0.2450 0.06 Q | | | V | 17+10 0.2454 0.06 Q | | | V | 17+15 0.2458 0.06 Q | | | V | 17+20 0.2463 0.06 Q | | | V | 17+25 0.2467 0.06 Q | | | V | 17+30 0.2472 0.06 Q | | | V | 17+35 0.2476 0.06 Q | | | V | 17+40 0.2481 0.06 Q | | | V | 17+45 0.2485 0.06 Q | | | V | 17+50 0.2489 0.06 Q | | | V | 17+55 0.2492 0.05 Q | | | V | 18+ 0 0.2496 0.05 Q | | | V | 18+ 5 0.2500 0.05 Q | | | V | 18+10 0.2503 0.05 Q | | | V | 18+15 0.2507 0.05 Q | | | V | 18+20 0.2510 0.05 Q | | | V | 18+25 0.2514 0.05 Q | | | V | 18+30 0.2517 0.05 Q | | | V | 18+35 0.2520 0.04 Q | | | V | 18+40 0.2523 0.04 Q | | | V | 18+45 0.2526 0.04 Q | | | V | 18+50 0.2528 0.03 Q | | | V | 18+55 0.2529 0.03 Q | | | V | 19+ 0 0.2531 0.03 Q | | | V | 19+ 5 0.2534 0.03 Q | | | V | 19+10 0.2536 0.04 Q | | | V | 19+15 0.2539 0.04 Q | | | V | 19+20 0.2542 0.05 Q | | | V | 19+25 0.2546 0.05 Q | | | V | 19+30 0.2549 0.05 Q | | | V | 19+35 0.2552 0.04 Q | | | V | 19+40 0.2555 0.04 Q | | | V | 19+45 0.2558 0.04 Q | | | V | 19+50 0.2560 0.03 Q | | | V |

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19+55 0.2561 0.03 Q | | | V | 20+ 0 0.2563 0.03 Q | | | V | 20+ 5 0.2566 0.03 Q | | | V | 20+10 0.2568 0.04 Q | | | V | 20+15 0.2571 0.04 Q | | | V | 20+20 0.2574 0.04 Q | | | V | 20+25 0.2576 0.04 Q | | | V | 20+30 0.2579 0.04 Q | | | V | 20+35 0.2582 0.04 Q | | | V | 20+40 0.2584 0.04 Q | | | V | 20+45 0.2587 0.04 Q | | | V | 20+50 0.2589 0.03 Q | | | V | 20+55 0.2591 0.03 Q | | | V | 21+ 0 0.2593 0.03 Q | | | V | 21+ 5 0.2595 0.03 Q | | | V | 21+10 0.2598 0.04 Q | | | V | 21+15 0.2600 0.04 Q | | | V| 21+20 0.2602 0.03 Q | | | V| 21+25 0.2604 0.03 Q | | | V| 21+30 0.2606 0.03 Q | | | V| 21+35 0.2608 0.03 Q | | | V| 21+40 0.2611 0.04 Q | | | V| 21+45 0.2614 0.04 Q | | | V| 21+50 0.2616 0.03 Q | | | V| 21+55 0.2617 0.03 Q | | | V| 22+ 0 0.2619 0.03 Q | | | V| 22+ 5 0.2622 0.03 Q | | | V| 22+10 0.2624 0.04 Q | | | V| 22+15 0.2627 0.04 Q | | | V| 22+20 0.2629 0.03 Q | | | V| 22+25 0.2631 0.03 Q | | | V| 22+30 0.2632 0.03 Q | | | V| 22+35 0.2634 0.03 Q | | | V| 22+40 0.2636 0.03 Q | | | V| 22+45 0.2638 0.03 Q | | | V| 22+50 0.2640 0.03 Q | | | V| 22+55 0.2641 0.03 Q | | | V| 23+ 0 0.2643 0.03 Q | | | V| 23+ 5 0.2645 0.03 Q | | | V| 23+10 0.2647 0.03 Q | | | V| 23+15 0.2648 0.03 Q | | | V| 23+20 0.2650 0.03 Q | | | V| 23+25 0.2652 0.03 Q | | | V| 23+30 0.2654 0.03 Q | | | V| 23+35 0.2656 0.03 Q | | | V| 23+40 0.2657 0.03 Q | | | V| 23+45 0.2659 0.03 Q | | | V| 23+50 0.2661 0.03 Q | | | V| 23+55 0.2663 0.03 Q | | | V| 24+ 0 0.2664 0.03 Q | | | V|

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24+ 5 0.2665 0.01 Q | | | V -----------------------------------------------------------------------

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U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2018, Version 9.0 Study date 08/18/22 File: 164postuh242.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6481
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- 202 E. Thirs Street
Post Development UH
2 yr
24 hr
-------------------------------------------------------------------- Drainage Area = 3.86(Ac.) = 0.006 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 3.86(Ac.) =

0.006 Sq. Mi.

Length along longest watercourse = 341.00(Ft.)
Length along longest watercourse measured to centroid = 238.00(Ft.) Length along longest watercourse = 0.065 Mi.

Length along longest watercourse measured to centroid = 0.045 Mi.

Difference in elevation = 12.60(Ft.)
Slope along watercourse = 195.0968 Ft./Mi.

Average Manning's 'N' = 0.015
Lag time = 0.014 Hr.

Lag time = 0.86 Min.
25% of lag time = 0.22 Min.
40% of lag time = 0.34 Min.

Unit time = 5.00 Min.

Duration of storm = 24 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:

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Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

3.86 2.69 10.38
100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

Area(Ac.) Runoff Index Impervious %

3.860 69.00 0.450
Total Area Entered = 3.86(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

69.0 49.8 0.574 0.450 0.342 1.000 0.342 Sum (F) = 0.342
Area averaged mean soil loss (F) (In/Hr) = 0.342
Minimum soil loss rate ((In/Hr)) = 0.171
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.544
--------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 579.855 74.467 2.897 2 0.167 1159.711 25.533 0.993 Sum = 100.000 Sum= 3.890
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value

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Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 0.07 0.022 ( 0.605) 0.012 0.010 2 0.17 0.07 0.022 ( 0.603) 0.012 0.010 3 0.25 0.07 0.022 ( 0.601) 0.012 0.010 4 0.33 0.10 0.032 ( 0.598) 0.018 0.015 5 0.42 0.10 0.032 ( 0.596) 0.018 0.015 6 0.50 0.10 0.032 ( 0.594) 0.018 0.015 7 0.58 0.10 0.032 ( 0.591) 0.018 0.015 8 0.67 0.10 0.032 ( 0.589) 0.018 0.015 9 0.75 0.10 0.032 ( 0.587) 0.018 0.015 10 0.83 0.13 0.043 ( 0.584) 0.023 0.020 11 0.92 0.13 0.043 ( 0.582) 0.023 0.020 12 1.00 0.13 0.043 ( 0.580) 0.023 0.020 13 1.08 0.10 0.032 ( 0.578) 0.018 0.015 14 1.17 0.10 0.032 ( 0.575) 0.018 0.015 15 1.25 0.10 0.032 ( 0.573) 0.018 0.015 16 1.33 0.10 0.032 ( 0.571) 0.018 0.015 17 1.42 0.10 0.032 ( 0.568) 0.018 0.015 18 1.50 0.10 0.032 ( 0.566) 0.018 0.015 19 1.58 0.10 0.032 ( 0.564) 0.018 0.015 20 1.67 0.10 0.032 ( 0.562) 0.018 0.015 21 1.75 0.10 0.032 ( 0.559) 0.018 0.015 22 1.83 0.13 0.043 ( 0.557) 0.023 0.020 23 1.92 0.13 0.043 ( 0.555) 0.023 0.020 24 2.00 0.13 0.043 ( 0.553) 0.023 0.020 25 2.08 0.13 0.043 ( 0.550) 0.023 0.020 26 2.17 0.13 0.043 ( 0.548) 0.023 0.020 27 2.25 0.13 0.043 ( 0.546) 0.023 0.020 28 2.33 0.13 0.043 ( 0.544) 0.023 0.020 29 2.42 0.13 0.043 ( 0.542) 0.023 0.020 30 2.50 0.13 0.043 ( 0.539) 0.023 0.020 31 2.58 0.17 0.054 ( 0.537) 0.029 0.025 32 2.67 0.17 0.054 ( 0.535) 0.029 0.025 33 2.75 0.17 0.054 ( 0.533) 0.029 0.025 34 2.83 0.17 0.054 ( 0.531) 0.029 0.025 35 2.92 0.17 0.054 ( 0.528) 0.029 0.025 36 3.00 0.17 0.054 ( 0.526) 0.029 0.025 37 3.08 0.17 0.054 ( 0.524) 0.029 0.025 38 3.17 0.17 0.054 ( 0.522) 0.029 0.025 39 3.25 0.17 0.054 ( 0.520) 0.029 0.025 40 3.33 0.17 0.054 ( 0.517) 0.029 0.025 41 3.42 0.17 0.054 ( 0.515) 0.029 0.025 42 3.50 0.17 0.054 ( 0.513) 0.029 0.025 43 3.58 0.17 0.054 ( 0.511) 0.029 0.025 44 3.67 0.17 0.054 ( 0.509) 0.029 0.025 45 3.75 0.17 0.054 ( 0.507) 0.029 0.025 46 3.83 0.20 0.065 ( 0.505) 0.035 0.029 47 3.92 0.20 0.065 ( 0.502) 0.035 0.029

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48 4.00 0.20 0.065 ( 0.500) 0.035 0.029 49 4.08 0.20 0.065 ( 0.498) 0.035 0.029 50 4.17 0.20 0.065 ( 0.496) 0.035 0.029 51 4.25 0.20 0.065 ( 0.494) 0.035 0.029 52 4.33 0.23 0.075 ( 0.492) 0.041 0.034 53 4.42 0.23 0.075 ( 0.490) 0.041 0.034 54 4.50 0.23 0.075 ( 0.488) 0.041 0.034 55 4.58 0.23 0.075 ( 0.486) 0.041 0.034 56 4.67 0.23 0.075 ( 0.484) 0.041 0.034 57 4.75 0.23 0.075 ( 0.481) 0.041 0.034 58 4.83 0.27 0.086 ( 0.479) 0.047 0.039 59 4.92 0.27 0.086 ( 0.477) 0.047 0.039 60 5.00 0.27 0.086 ( 0.475) 0.047 0.039 61 5.08 0.20 0.065 ( 0.473) 0.035 0.029 62 5.17 0.20 0.065 ( 0.471) 0.035 0.029 63 5.25 0.20 0.065 ( 0.469) 0.035 0.029 64 5.33 0.23 0.075 ( 0.467) 0.041 0.034 65 5.42 0.23 0.075 ( 0.465) 0.041 0.034 66 5.50 0.23 0.075 ( 0.463) 0.041 0.034 67 5.58 0.27 0.086 ( 0.461) 0.047 0.039 68 5.67 0.27 0.086 ( 0.459) 0.047 0.039 69 5.75 0.27 0.086 ( 0.457) 0.047 0.039 70 5.83 0.27 0.086 ( 0.455) 0.047 0.039 71 5.92 0.27 0.086 ( 0.453) 0.047 0.039 72 6.00 0.27 0.086 ( 0.451) 0.047 0.039 73 6.08 0.30 0.097 ( 0.449) 0.053 0.044 74 6.17 0.30 0.097 ( 0.447) 0.053 0.044 75 6.25 0.30 0.097 ( 0.445) 0.053 0.044 76 6.33 0.30 0.097 ( 0.443) 0.053 0.044 77 6.42 0.30 0.097 ( 0.441) 0.053 0.044 78 6.50 0.30 0.097 ( 0.439) 0.053 0.044 79 6.58 0.33 0.108 ( 0.437) 0.059 0.049 80 6.67 0.33 0.108 ( 0.435) 0.059 0.049 81 6.75 0.33 0.108 ( 0.433) 0.059 0.049 82 6.83 0.33 0.108 ( 0.431) 0.059 0.049 83 6.92 0.33 0.108 ( 0.429) 0.059 0.049 84 7.00 0.33 0.108 ( 0.427) 0.059 0.049 85 7.08 0.33 0.108 ( 0.425) 0.059 0.049 86 7.17 0.33 0.108 ( 0.423) 0.059 0.049 87 7.25 0.33 0.108 ( 0.421) 0.059 0.049 88 7.33 0.37 0.118 ( 0.419) 0.064 0.054 89 7.42 0.37 0.118 ( 0.417) 0.064 0.054 90 7.50 0.37 0.118 ( 0.416) 0.064 0.054 91 7.58 0.40 0.129 ( 0.414) 0.070 0.059 92 7.67 0.40 0.129 ( 0.412) 0.070 0.059 93 7.75 0.40 0.129 ( 0.410) 0.070 0.059 94 7.83 0.43 0.140 ( 0.408) 0.076 0.064 95 7.92 0.43 0.140 ( 0.406) 0.076 0.064 96 8.00 0.43 0.140 ( 0.404) 0.076 0.064 97 8.08 0.50 0.161 ( 0.402) 0.088 0.074

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98 8.17 0.50 0.161 ( 0.400) 0.088 0.074 99 8.25 0.50 0.161 ( 0.399) 0.088 0.074 100 8.33 0.50 0.161 ( 0.397) 0.088 0.074 101 8.42 0.50 0.161 ( 0.395) 0.088 0.074 102 8.50 0.50 0.161 ( 0.393) 0.088 0.074 103 8.58 0.53 0.172 ( 0.391) 0.094 0.079 104 8.67 0.53 0.172 ( 0.389) 0.094 0.079 105 8.75 0.53 0.172 ( 0.387) 0.094 0.079 106 8.83 0.57 0.183 ( 0.386) 0.100 0.083 107 8.92 0.57 0.183 ( 0.384) 0.100 0.083 108 9.00 0.57 0.183 ( 0.382) 0.100 0.083 109 9.08 0.63 0.204 ( 0.380) 0.111 0.093 110 9.17 0.63 0.204 ( 0.378) 0.111 0.093 111 9.25 0.63 0.204 ( 0.377) 0.111 0.093 112 9.33 0.67 0.215 ( 0.375) 0.117 0.098 113 9.42 0.67 0.215 ( 0.373) 0.117 0.098 114 9.50 0.67 0.215 ( 0.371) 0.117 0.098 115 9.58 0.70 0.226 ( 0.369) 0.123 0.103 116 9.67 0.70 0.226 ( 0.368) 0.123 0.103 117 9.75 0.70 0.226 ( 0.366) 0.123 0.103 118 9.83 0.73 0.237 ( 0.364) 0.129 0.108 119 9.92 0.73 0.237 ( 0.362) 0.129 0.108 120 10.00 0.73 0.237 ( 0.361) 0.129 0.108 121 10.08 0.50 0.161 ( 0.359) 0.088 0.074 122 10.17 0.50 0.161 ( 0.357) 0.088 0.074 123 10.25 0.50 0.161 ( 0.355) 0.088 0.074 124 10.33 0.50 0.161 ( 0.354) 0.088 0.074 125 10.42 0.50 0.161 ( 0.352) 0.088 0.074 126 10.50 0.50 0.161 ( 0.350) 0.088 0.074 127 10.58 0.67 0.215 ( 0.349) 0.117 0.098 128 10.67 0.67 0.215 ( 0.347) 0.117 0.098 129 10.75 0.67 0.215 ( 0.345) 0.117 0.098 130 10.83 0.67 0.215 ( 0.343) 0.117 0.098 131 10.92 0.67 0.215 ( 0.342) 0.117 0.098 132 11.00 0.67 0.215 ( 0.340) 0.117 0.098 133 11.08 0.63 0.204 ( 0.338) 0.111 0.093 134 11.17 0.63 0.204 ( 0.337) 0.111 0.093 135 11.25 0.63 0.204 ( 0.335) 0.111 0.093 136 11.33 0.63 0.204 ( 0.333) 0.111 0.093 137 11.42 0.63 0.204 ( 0.332) 0.111 0.093 138 11.50 0.63 0.204 ( 0.330) 0.111 0.093 139 11.58 0.57 0.183 ( 0.328) 0.100 0.083 140 11.67 0.57 0.183 ( 0.327) 0.100 0.083 141 11.75 0.57 0.183 ( 0.325) 0.100 0.083 142 11.83 0.60 0.194 ( 0.324) 0.105 0.088 143 11.92 0.60 0.194 ( 0.322) 0.105 0.088 144 12.00 0.60 0.194 ( 0.320) 0.105 0.088 145 12.08 0.83 0.269 ( 0.319) 0.146 0.123 146 12.17 0.83 0.269 ( 0.317) 0.146 0.123 147 12.25 0.83 0.269 ( 0.316) 0.146 0.123

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148 12.33 0.87 0.280 ( 0.314) 0.152 0.128 149 12.42 0.87 0.280 ( 0.312) 0.152 0.128 150 12.50 0.87 0.280 ( 0.311) 0.152 0.128 151 12.58 0.93 0.301 ( 0.309) 0.164 0.137 152 12.67 0.93 0.301 ( 0.308) 0.164 0.137 153 12.75 0.93 0.301 ( 0.306) 0.164 0.137 154 12.83 0.97 0.312 ( 0.305) 0.170 0.142 155 12.92 0.97 0.312 ( 0.303) 0.170 0.142 156 13.00 0.97 0.312 ( 0.302) 0.170 0.142 157 13.08 1.13 0.366 ( 0.300) 0.199 0.167 158 13.17 1.13 0.366 ( 0.299) 0.199 0.167 159 13.25 1.13 0.366 ( 0.297) 0.199 0.167 160 13.33 1.13 0.366 ( 0.296) 0.199 0.167 161 13.42 1.13 0.366 ( 0.294) 0.199 0.167 162 13.50 1.13 0.366 ( 0.293) 0.199 0.167 163 13.58 0.77 0.247 ( 0.291) 0.135 0.113 164 13.67 0.77 0.247 ( 0.290) 0.135 0.113 165 13.75 0.77 0.247 ( 0.288) 0.135 0.113 166 13.83 0.77 0.247 ( 0.287) 0.135 0.113 167 13.92 0.77 0.247 ( 0.285) 0.135 0.113 168 14.00 0.77 0.247 ( 0.284) 0.135 0.113 169 14.08 0.90 0.291 ( 0.282) 0.158 0.132 170 14.17 0.90 0.291 ( 0.281) 0.158 0.132 171 14.25 0.90 0.291 ( 0.279) 0.158 0.132 172 14.33 0.87 0.280 ( 0.278) 0.152 0.128 173 14.42 0.87 0.280 ( 0.276) 0.152 0.128 174 14.50 0.87 0.280 ( 0.275) 0.152 0.128 175 14.58 0.87 0.280 ( 0.274) 0.152 0.128 176 14.67 0.87 0.280 ( 0.272) 0.152 0.128 177 14.75 0.87 0.280 ( 0.271) 0.152 0.128 178 14.83 0.83 0.269 ( 0.269) 0.146 0.123 179 14.92 0.83 0.269 ( 0.268) 0.146 0.123 180 15.00 0.83 0.269 ( 0.267) 0.146 0.123 181 15.08 0.80 0.258 ( 0.265) 0.140 0.118 182 15.17 0.80 0.258 ( 0.264) 0.140 0.118 183 15.25 0.80 0.258 ( 0.263) 0.140 0.118 184 15.33 0.77 0.247 ( 0.261) 0.135 0.113 185 15.42 0.77 0.247 ( 0.260) 0.135 0.113 186 15.50 0.77 0.247 ( 0.259) 0.135 0.113 187 15.58 0.63 0.204 ( 0.257) 0.111 0.093 188 15.67 0.63 0.204 ( 0.256) 0.111 0.093 189 15.75 0.63 0.204 ( 0.255) 0.111 0.093 190 15.83 0.63 0.204 ( 0.253) 0.111 0.093 191 15.92 0.63 0.204 ( 0.252) 0.111 0.093 192 16.00 0.63 0.204 ( 0.251) 0.111 0.093 193 16.08 0.13 0.043 ( 0.250) 0.023 0.020 194 16.17 0.13 0.043 ( 0.248) 0.023 0.020 195 16.25 0.13 0.043 ( 0.247) 0.023 0.020 196 16.33 0.13 0.043 ( 0.246) 0.023 0.020 197 16.42 0.13 0.043 ( 0.244) 0.023 0.020

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198 16.50 0.13 0.043 ( 0.243) 0.023 0.020 199 16.58 0.10 0.032 ( 0.242) 0.018 0.015 200 16.67 0.10 0.032 ( 0.241) 0.018 0.015 201 16.75 0.10 0.032 ( 0.240) 0.018 0.015 202 16.83 0.10 0.032 ( 0.238) 0.018 0.015 203 16.92 0.10 0.032 ( 0.237) 0.018 0.015 204 17.00 0.10 0.032 ( 0.236) 0.018 0.015 205 17.08 0.17 0.054 ( 0.235) 0.029 0.025 206 17.17 0.17 0.054 ( 0.234) 0.029 0.025 207 17.25 0.17 0.054 ( 0.232) 0.029 0.025 208 17.33 0.17 0.054 ( 0.231) 0.029 0.025 209 17.42 0.17 0.054 ( 0.230) 0.029 0.025 210 17.50 0.17 0.054 ( 0.229) 0.029 0.025 211 17.58 0.17 0.054 ( 0.228) 0.029 0.025 212 17.67 0.17 0.054 ( 0.227) 0.029 0.025 213 17.75 0.17 0.054 ( 0.225) 0.029 0.025 214 17.83 0.13 0.043 ( 0.224) 0.023 0.020 215 17.92 0.13 0.043 ( 0.223) 0.023 0.020 216 18.00 0.13 0.043 ( 0.222) 0.023 0.020 217 18.08 0.13 0.043 ( 0.221) 0.023 0.020 218 18.17 0.13 0.043 ( 0.220) 0.023 0.020 219 18.25 0.13 0.043 ( 0.219) 0.023 0.020 220 18.33 0.13 0.043 ( 0.218) 0.023 0.020 221 18.42 0.13 0.043 ( 0.217) 0.023 0.020 222 18.50 0.13 0.043 ( 0.216) 0.023 0.020 223 18.58 0.10 0.032 ( 0.215) 0.018 0.015 224 18.67 0.10 0.032 ( 0.214) 0.018 0.015 225 18.75 0.10 0.032 ( 0.213) 0.018 0.015 226 18.83 0.07 0.022 ( 0.212) 0.012 0.010 227 18.92 0.07 0.022 ( 0.211) 0.012 0.010 228 19.00 0.07 0.022 ( 0.210) 0.012 0.010 229 19.08 0.10 0.032 ( 0.209) 0.018 0.015 230 19.17 0.10 0.032 ( 0.208) 0.018 0.015 231 19.25 0.10 0.032 ( 0.207) 0.018 0.015 232 19.33 0.13 0.043 ( 0.206) 0.023 0.020 233 19.42 0.13 0.043 ( 0.205) 0.023 0.020 234 19.50 0.13 0.043 ( 0.204) 0.023 0.020 235 19.58 0.10 0.032 ( 0.203) 0.018 0.015 236 19.67 0.10 0.032 ( 0.202) 0.018 0.015 237 19.75 0.10 0.032 ( 0.201) 0.018 0.015 238 19.83 0.07 0.022 ( 0.200) 0.012 0.010 239 19.92 0.07 0.022 ( 0.199) 0.012 0.010 240 20.00 0.07 0.022 ( 0.198) 0.012 0.010 241 20.08 0.10 0.032 ( 0.197) 0.018 0.015 242 20.17 0.10 0.032 ( 0.197) 0.018 0.015 243 20.25 0.10 0.032 ( 0.196) 0.018 0.015 244 20.33 0.10 0.032 ( 0.195) 0.018 0.015 245 20.42 0.10 0.032 ( 0.194) 0.018 0.015 246 20.50 0.10 0.032 ( 0.193) 0.018 0.015 247 20.58 0.10 0.032 ( 0.192) 0.018 0.015

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248 20.67 0.10 0.032 ( 0.192) 0.018 0.015 249 20.75 0.10 0.032 ( 0.191) 0.018 0.015 250 20.83 0.07 0.022 ( 0.190) 0.012 0.010 251 20.92 0.07 0.022 ( 0.189) 0.012 0.010 252 21.00 0.07 0.022 ( 0.188) 0.012 0.010 253 21.08 0.10 0.032 ( 0.188) 0.018 0.015 254 21.17 0.10 0.032 ( 0.187) 0.018 0.015 255 21.25 0.10 0.032 ( 0.186) 0.018 0.015 256 21.33 0.07 0.022 ( 0.186) 0.012 0.010 257 21.42 0.07 0.022 ( 0.185) 0.012 0.010 258 21.50 0.07 0.022 ( 0.184) 0.012 0.010 259 21.58 0.10 0.032 ( 0.184) 0.018 0.015 260 21.67 0.10 0.032 ( 0.183) 0.018 0.015 261 21.75 0.10 0.032 ( 0.182) 0.018 0.015 262 21.83 0.07 0.022 ( 0.182) 0.012 0.010 263 21.92 0.07 0.022 ( 0.181) 0.012 0.010 264 22.00 0.07 0.022 ( 0.180) 0.012 0.010 265 22.08 0.10 0.032 ( 0.180) 0.018 0.015 266 22.17 0.10 0.032 ( 0.179) 0.018 0.015 267 22.25 0.10 0.032 ( 0.179) 0.018 0.015 268 22.33 0.07 0.022 ( 0.178) 0.012 0.010 269 22.42 0.07 0.022 ( 0.177) 0.012 0.010 270 22.50 0.07 0.022 ( 0.177) 0.012 0.010 271 22.58 0.07 0.022 ( 0.176) 0.012 0.010 272 22.67 0.07 0.022 ( 0.176) 0.012 0.010 273 22.75 0.07 0.022 ( 0.175) 0.012 0.010 274 22.83 0.07 0.022 ( 0.175) 0.012 0.010 275 22.92 0.07 0.022 ( 0.175) 0.012 0.010 276 23.00 0.07 0.022 ( 0.174) 0.012 0.010 277 23.08 0.07 0.022 ( 0.174) 0.012 0.010 278 23.17 0.07 0.022 ( 0.173) 0.012 0.010 279 23.25 0.07 0.022 ( 0.173) 0.012 0.010 280 23.33 0.07 0.022 ( 0.173) 0.012 0.010 281 23.42 0.07 0.022 ( 0.172) 0.012 0.010 282 23.50 0.07 0.022 ( 0.172) 0.012 0.010 283 23.58 0.07 0.022 ( 0.172) 0.012 0.010 284 23.67 0.07 0.022 ( 0.171) 0.012 0.010 285 23.75 0.07 0.022 ( 0.171) 0.012 0.010 286 23.83 0.07 0.022 ( 0.171) 0.012 0.010 287 23.92 0.07 0.022 ( 0.171) 0.012 0.010 288 24.00 0.07 0.022 ( 0.171) 0.012 0.010 (Loss Rate Not Used)
Sum = 100.0 Sum = 14.7 Flood volume = Effective rainfall 1.23(In)
times area 3.9(Ac.)/[(In)/(Ft.)] = 0.4(Ac.Ft) Total soil loss = 1.46(In)
Total soil loss = 0.471(Ac.Ft)
Total rainfall = 2.69(In)
Flood volume = 17187.3 Cubic Feet
Total soil loss = 20504.2 Cubic Feet

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-------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.649(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0002 0.03 Q | | | | 0+10 0.0005 0.04 Q | | | | 0+15 0.0007 0.04 Q | | | | 0+20 0.0011 0.05 Q | | | | 0+25 0.0015 0.06 Q | | | | 0+30 0.0019 0.06 Q | | | | 0+35 0.0023 0.06 Q | | | | 0+40 0.0027 0.06 Q | | | | 0+45 0.0031 0.06 Q | | | | 0+50 0.0035 0.07 Q | | | | 0+55 0.0041 0.08 Q | | | | 1+ 0 0.0046 0.08 Q | | | | 1+ 5 0.0050 0.06 Q | | | | 1+10 0.0054 0.06 Q | | | | 1+15 0.0058 0.06 Q | | | | 1+20 0.0062 0.06 Q | | | | 1+25 0.0066 0.06 Q | | | | 1+30 0.0070 0.06 Q | | | | 1+35 0.0074 0.06 Q | | | | 1+40 0.0078 0.06 Q | | | | 1+45 0.0082 0.06 Q | | | | 1+50 0.0087 0.07 Q | | | | 1+55 0.0092 0.08 Q | | | | 2+ 0 0.0097 0.08 Q | | | | 2+ 5 0.0103 0.08 QV | | | | 2+10 0.0108 0.08 QV | | | | 2+15 0.0113 0.08 QV | | | | 2+20 0.0118 0.08 QV | | | | 2+25 0.0124 0.08 QV | | | | 2+30 0.0129 0.08 QV | | | | 2+35 0.0135 0.09 QV | | | | 2+40 0.0142 0.10 QV | | | | 2+45 0.0148 0.10 QV | | | | 2+50 0.0155 0.10 QV | | | | 2+55 0.0161 0.10 QV | | | | 3+ 0 0.0168 0.10 QV | | | | 3+ 5 0.0175 0.10 QV | | | | 3+10 0.0181 0.10 QV | | | |

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3+15 0.0188 0.10 QV | | | | 3+20 0.0194 0.10 QV | | | | 3+25 0.0201 0.10 Q V | | | | 3+30 0.0207 0.10 Q V | | | | 3+35 0.0214 0.10 Q V | | | | 3+40 0.0221 0.10 Q V | | | | 3+45 0.0227 0.10 Q V | | | | 3+50 0.0235 0.11 Q V | | | | 3+55 0.0243 0.11 Q V | | | | 4+ 0 0.0251 0.11 Q V | | | | 4+ 5 0.0258 0.11 Q V | | | | 4+10 0.0266 0.11 Q V | | | | 4+15 0.0274 0.11 Q V | | | | 4+20 0.0283 0.13 Q V | | | | 4+25 0.0292 0.13 Q V | | | | 4+30 0.0301 0.13 Q V | | | | 4+35 0.0311 0.13 Q V | | | | 4+40 0.0320 0.13 Q V | | | | 4+45 0.0329 0.13 Q V | | | | 4+50 0.0339 0.15 Q V | | | | 4+55 0.0350 0.15 Q V | | | | 5+ 0 0.0360 0.15 Q V | | | | 5+ 5 0.0369 0.12 Q V | | | | 5+10 0.0377 0.11 Q V | | | | 5+15 0.0385 0.11 Q V | | | | 5+20 0.0394 0.13 Q V | | | | 5+25 0.0403 0.13 Q V | | | | 5+30 0.0412 0.13 Q V | | | | 5+35 0.0422 0.15 Q V | | | | 5+40 0.0433 0.15 Q V | | | | 5+45 0.0443 0.15 Q V | | | | 5+50 0.0454 0.15 Q V | | | | 5+55 0.0464 0.15 Q V | | | | 6+ 0 0.0475 0.15 Q V | | | | 6+ 5 0.0486 0.17 Q V | | | | 6+10 0.0498 0.17 Q V | | | | 6+15 0.0510 0.17 Q V | | | | 6+20 0.0522 0.17 Q V | | | | 6+25 0.0534 0.17 Q V | | | | 6+30 0.0545 0.17 Q V | | | | 6+35 0.0558 0.19 Q V | | | | 6+40 0.0571 0.19 Q V | | | | 6+45 0.0585 0.19 Q V | | | | 6+50 0.0598 0.19 Q V | | | | 6+55 0.0611 0.19 Q V | | | | 7+ 0 0.0624 0.19 Q V | | | | 7+ 5 0.0637 0.19 Q V | | | | 7+10 0.0650 0.19 Q V | | | | 7+15 0.0663 0.19 Q V | | | | 7+20 0.0678 0.21 Q V | | | |

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7+25 0.0692 0.21 Q V | | | | 7+30 0.0707 0.21 Q V | | | | 7+35 0.0722 0.22 Q V | | | | 7+40 0.0738 0.23 Q V | | | | 7+45 0.0754 0.23 Q V | | | | 7+50 0.0770 0.24 Q V | | | | 7+55 0.0787 0.25 Q V | | | | 8+ 0 0.0804 0.25 Q V | | | | 8+ 5 0.0824 0.28 |Q V | | | | 8+10 0.0843 0.29 |Q V | | | | 8+15 0.0863 0.29 |Q V | | | | 8+20 0.0883 0.29 |Q V | | | | 8+25 0.0902 0.29 |Q V| | | | 8+30 0.0922 0.29 |Q V| | | | 8+35 0.0943 0.30 |Q V| | | | 8+40 0.0964 0.31 |Q V| | | | 8+45 0.0985 0.31 |Q V| | | | 8+50 0.1007 0.32 |Q V | | | 8+55 0.1029 0.32 |Q V | | | 9+ 0 0.1052 0.32 |Q V | | | 9+ 5 0.1076 0.35 |Q V | | | 9+10 0.1101 0.36 |Q |V | | | 9+15 0.1126 0.36 |Q |V | | | 9+20 0.1152 0.38 |Q |V | | | 9+25 0.1178 0.38 |Q |V | | | 9+30 0.1205 0.38 |Q | V | | | 9+35 0.1232 0.40 |Q | V | | | 9+40 0.1260 0.40 |Q | V | | | 9+45 0.1287 0.40 |Q | V | | | 9+50 0.1316 0.42 |Q | V | | | 9+55 0.1345 0.42 |Q | V | | | 10+ 0 0.1374 0.42 |Q | V | | | 10+ 5 0.1396 0.32 |Q | V | | | 10+10 0.1415 0.29 |Q | V | | | 10+15 0.1435 0.29 |Q | V | | | 10+20 0.1455 0.29 |Q | V | | | 10+25 0.1475 0.29 |Q | V | | | 10+30 0.1494 0.29 |Q | V | | | 10+35 0.1519 0.36 |Q | V | | | 10+40 0.1545 0.38 |Q | V | | | 10+45 0.1572 0.38 |Q | V | | | 10+50 0.1598 0.38 |Q | V | | | 10+55 0.1624 0.38 |Q | V | | | 11+ 0 0.1650 0.38 |Q | V | | | 11+ 5 0.1676 0.37 |Q | V | | | 11+10 0.1701 0.36 |Q | V | | | 11+15 0.1726 0.36 |Q | V | | | 11+20 0.1751 0.36 |Q | V | | | 11+25 0.1776 0.36 |Q | V | | | 11+30 0.1801 0.36 |Q | V | | |

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11+35 0.1824 0.33 |Q | V | | | 11+40 0.1846 0.32 |Q | V | | | 11+45 0.1868 0.32 |Q | V | | | 11+50 0.1892 0.34 |Q | V| | | 11+55 0.1915 0.34 |Q | V| | | 12+ 0 0.1939 0.34 |Q | V| | | 12+ 5 0.1970 0.44 |Q | V| | | 12+10 0.2003 0.48 |Q | V | | 12+15 0.2035 0.48 |Q | V | | 12+20 0.2069 0.49 |Q | V | | 12+25 0.2104 0.50 |Q | |V | | 12+30 0.2138 0.50 |Q | |V | | 12+35 0.2174 0.52 | Q | | V | | 12+40 0.2211 0.53 | Q | | V | | 12+45 0.2248 0.53 | Q | | V | | 12+50 0.2285 0.55 | Q | | V | | 12+55 0.2323 0.55 | Q | | V | | 13+ 0 0.2362 0.55 | Q | | V | | 13+ 5 0.2405 0.62 | Q | | V | | 13+10 0.2449 0.65 | Q | | V | | 13+15 0.2494 0.65 | Q | | V | | 13+20 0.2539 0.65 | Q | | V | | 13+25 0.2584 0.65 | Q | | V | | 13+30 0.2628 0.65 | Q | | V | | 13+35 0.2662 0.49 |Q | | V | | 13+40 0.2692 0.44 |Q | | V | | 13+45 0.2723 0.44 |Q | | V | | 13+50 0.2753 0.44 |Q | | V | | 13+55 0.2783 0.44 |Q | | V | | 14+ 0 0.2813 0.44 |Q | | V | | 14+ 5 0.2848 0.50 |Q | | V | | 14+10 0.2883 0.52 | Q | | V| | 14+15 0.2919 0.52 | Q | | V| | 14+20 0.2953 0.50 | Q | | V| | 14+25 0.2987 0.50 |Q | | V | 14+30 0.3022 0.50 |Q | | V | 14+35 0.3056 0.50 |Q | | V | 14+40 0.3090 0.50 |Q | | |V | 14+45 0.3124 0.50 |Q | | |V | 14+50 0.3157 0.48 |Q | | | V | 14+55 0.3190 0.48 |Q | | | V | 15+ 0 0.3223 0.48 |Q | | | V | 15+ 5 0.3255 0.46 |Q | | | V | 15+10 0.3287 0.46 |Q | | | V | 15+15 0.3318 0.46 |Q | | | V | 15+20 0.3349 0.44 |Q | | | V | 15+25 0.3379 0.44 |Q | | | V | 15+30 0.3409 0.44 |Q | | | V | 15+35 0.3436 0.38 |Q | | | V | 15+40 0.3461 0.36 |Q | | | V |

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15+45 0.3486 0.36 |Q | | | V | 15+50 0.3511 0.36 |Q | | | V | 15+55 0.3536 0.36 |Q | | | V | 16+ 0 0.3560 0.36 |Q | | | V | 16+ 5 0.3571 0.15 Q | | | V | 16+10 0.3576 0.08 Q | | | V | 16+15 0.3581 0.08 Q | | | V | 16+20 0.3587 0.08 Q | | | V | 16+25 0.3592 0.08 Q | | | V | 16+30 0.3597 0.08 Q | | | V | 16+35 0.3601 0.06 Q | | | V | 16+40 0.3605 0.06 Q | | | V | 16+45 0.3609 0.06 Q | | | V | 16+50 0.3613 0.06 Q | | | V | 16+55 0.3617 0.06 Q | | | V | 17+ 0 0.3621 0.06 Q | | | V | 17+ 5 0.3627 0.09 Q | | | V | 17+10 0.3634 0.10 Q | | | V | 17+15 0.3640 0.10 Q | | | V | 17+20 0.3647 0.10 Q | | | V | 17+25 0.3653 0.10 Q | | | V | 17+30 0.3660 0.10 Q | | | V | 17+35 0.3666 0.10 Q | | | V | 17+40 0.3673 0.10 Q | | | V | 17+45 0.3680 0.10 Q | | | V | 17+50 0.3685 0.08 Q | | | V | 17+55 0.3690 0.08 Q | | | V | 18+ 0 0.3696 0.08 Q | | | V | 18+ 5 0.3701 0.08 Q | | | V | 18+10 0.3706 0.08 Q | | | V | 18+15 0.3712 0.08 Q | | | V | 18+20 0.3717 0.08 Q | | | V | 18+25 0.3722 0.08 Q | | | V | 18+30 0.3727 0.08 Q | | | V | 18+35 0.3732 0.06 Q | | | V | 18+40 0.3736 0.06 Q | | | V | 18+45 0.3739 0.06 Q | | | V | 18+50 0.3742 0.04 Q | | | V | 18+55 0.3745 0.04 Q | | | V | 19+ 0 0.3748 0.04 Q | | | V | 19+ 5 0.3751 0.05 Q | | | V | 19+10 0.3755 0.06 Q | | | V | 19+15 0.3759 0.06 Q | | | V | 19+20 0.3764 0.07 Q | | | V | 19+25 0.3769 0.08 Q | | | V | 19+30 0.3775 0.08 Q | | | V | 19+35 0.3779 0.06 Q | | | V | 19+40 0.3783 0.06 Q | | | V | 19+45 0.3787 0.06 Q | | | V | 19+50 0.3790 0.04 Q | | | V |

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19+55 0.3792 0.04 Q | | | V | 20+ 0 0.3795 0.04 Q | | | V | 20+ 5 0.3799 0.05 Q | | | V | 20+10 0.3803 0.06 Q | | | V | 20+15 0.3807 0.06 Q | | | V | 20+20 0.3811 0.06 Q | | | V | 20+25 0.3814 0.06 Q | | | V | 20+30 0.3818 0.06 Q | | | V | 20+35 0.3822 0.06 Q | | | V | 20+40 0.3826 0.06 Q | | | V | 20+45 0.3830 0.06 Q | | | V | 20+50 0.3833 0.04 Q | | | V | 20+55 0.3836 0.04 Q | | | V | 21+ 0 0.3838 0.04 Q | | | V | 21+ 5 0.3842 0.05 Q | | | V | 21+10 0.3846 0.06 Q | | | V | 21+15 0.3850 0.06 Q | | | V| 21+20 0.3853 0.04 Q | | | V| 21+25 0.3856 0.04 Q | | | V| 21+30 0.3858 0.04 Q | | | V| 21+35 0.3862 0.05 Q | | | V| 21+40 0.3866 0.06 Q | | | V| 21+45 0.3870 0.06 Q | | | V| 21+50 0.3873 0.04 Q | | | V| 21+55 0.3875 0.04 Q | | | V| 22+ 0 0.3878 0.04 Q | | | V| 22+ 5 0.3882 0.05 Q | | | V| 22+10 0.3885 0.06 Q | | | V| 22+15 0.3889 0.06 Q | | | V| 22+20 0.3892 0.04 Q | | | V| 22+25 0.3895 0.04 Q | | | V| 22+30 0.3898 0.04 Q | | | V| 22+35 0.3900 0.04 Q | | | V| 22+40 0.3903 0.04 Q | | | V| 22+45 0.3906 0.04 Q | | | V| 22+50 0.3908 0.04 Q | | | V| 22+55 0.3911 0.04 Q | | | V| 23+ 0 0.3913 0.04 Q | | | V| 23+ 5 0.3916 0.04 Q | | | V| 23+10 0.3919 0.04 Q | | | V| 23+15 0.3921 0.04 Q | | | V| 23+20 0.3924 0.04 Q | | | V| 23+25 0.3927 0.04 Q | | | V| 23+30 0.3929 0.04 Q | | | V| 23+35 0.3932 0.04 Q | | | V| 23+40 0.3934 0.04 Q | | | V| 23+45 0.3937 0.04 Q | | | V| 23+50 0.3940 0.04 Q | | | V| 23+55 0.3942 0.04 Q | | | V| 24+ 0 0.3945 0.04 Q | | | V|

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24+ 5 0.3946 0.01 Q | | | V -----------------------------------------------------------------------

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Appendix 8: Source Control
Pollutant Sources/Source Control Checklist

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STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST How to use this worksheet (also see instructions in Section G of the WQMP Template): 1. Review Column 1 and identify which of these potential sources of stormwater pollutants apply to your site. Check each box that applies. 2. Review Column 2 and incorporate all of the corresponding applicable BMPs in your WQMP Exhibit. 3. Review Columns 3 and 4 and incorporate all of the corresponding applicable permanent controls and operational BMPs in your WQMP. Use the format shown in Table G.1on page 23 of this WQMP Template. Describe your specific BMPs in an accompanying narrative, and explain any special conditions or situations that required omitting BMPs or substituting alternative BMPs for those shown here. IF THESE SOURCES WILL BE ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of Runoff Pollutants 2 Permanent Controls—Show on WQMP Drawings 3 Permanent Controls—List in WQMP Table and Narrative 4 Operational BMPs—Include in WQMP Table and Narrative  A. On-site storm drain inlets  Locations of inlets. Mark all inlets with the words “Only Rain Down the Storm Drain” or similar. Catch Basin Markers may be available from the Riverside County Flood Control and Water Conservation District, call 951.955.1200 to verify.    Maintain and periodically repaint or replace inlet markings. Provide stormwater pollution prevention information to new site owners, lessees, or operators. See applicable operational BMPs in Fact Sheet SC-44, “Drainage System Maintenance,” in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com Include the following in lease agreements: “Tenant shall not allow anyone to discharge anything to storm drains or to store or deposit materials so as to create a potential discharge to storm drains.”  B. Interior floor drains and elevator shaft sump pumps State that interior floor drains and elevator shaft sump pumps will be plumbed to sanitary sewer.  Inspect and maintain drains to prevent blockages and overflow.  C. Interior parking garages State that parking garage floor drains will be plumbed to the sanitary sewer. Inspect and maintain drains to prevent blockages and overflow. Page 535 of 1234

STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST IF THESE SOURCES WILL BE ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of Runoff Pollutants 2 Permanent Controls—Show on WQMP Drawings 3 Permanent Controls—List in WQMP Table and Narrative 4 Operational BMPs—Include in WQMP Table and Narrative  E. Pools, spas, ponds, decorative fountains, and other water features.  Show location of water feature and a sanitary sewer cleanout in an accessible area within 10 feet. (Exception: Public pools must be plumbed according to County Department of Environmental Health Guidelines.) If the Co-Permittee requires pools to be plumbed to the sanitary sewer, place a note on the plans and state in the narrative that this connection will be made according to local requirements. See applicable operational BMPs in “Guidelines for Maintaining Your Swimming Pool, Jacuzzi and Garden Fountain” at http://rcflood.org/stormwater/  F. Food service   For restaurants, grocery stores, and other food service operations, show location (indoors or in a covered area outdoors) of a floor sink or other area for cleaning floor mats, containers, and equipment. On the drawing, show a note that this drain will be connected to a grease interceptor before discharging to the sanitary sewer.   Describe the location and features of the designated cleaning area. Describe the items to be cleaned in this facility and how it has been sized to insure that the largest items can be accommodated. See the brochure, “The Food Service Industry Best Management Practices for: Restaurants, Grocery Stores, Delicatessens and Bakeries” at http://rcflood.org/stormwater/ Provide this brochure to new site owners, lessees, and operators.  G. Refuse areas    Show where site refuse and recycled materials will be handled and stored for pickup. See local municipal requirements for sizes and other details of refuse areas. If dumpsters or other receptacles are outdoors, show how the designated area will be covered, graded, and paved to prevent run-on and show locations of berms to prevent runoff from the area. Any drains from dumpsters, compactors, and tallow bin areas shall be connected to a grease removal device before discharge to sanitary sewer.  State how site refuse will be handled and provide supporting detail to what is shown on plans. State that signs will be posted on or near dumpsters with the words “Do not dump hazardous materials here” or similar. State how the following will be implemented: Provide adequate number of receptacles. Inspect receptacles regularly; repair or replace leaky receptacles. Keep receptacles covered. Prohibit/prevent dumping of liquid or hazardous wastes. Post “no hazardous materials” signs. Inspect and pick up litter daily and clean up spills immediately. Keep spill control materials available on-site. See Fact Sheet SC-34, “Waste Handling and Disposal” in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com Page 537 of 1234

STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST IF THESE SOURCES WILL BE ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of Runoff Pollutants 2 Permanent Controls—Show on WQMP Drawings 3 Permanent Controls—List in WQMP Table and Narrative 4 Operational BMPs—Include in WQMP Table and Narrative  K. Vehicle/Equipment Repair and Maintenance    Accommodate all vehicle equipment repair and maintenance indoors. Or designate an outdoor work area and design the area to prevent run-on and runoff of stormwater. Show secondary containment for exterior work areas where motor oil, brake fluid, gasoline, diesel fuel, radiator fluid, acid-containing batteries or other hazardous materials or hazardous wastes are used or stored. Drains shall not be installed within the secondary containment areas. Add a note on the plans that states either (1) there are no floor drains, or (2) floor drains are connected to wastewater pretreatment systems prior to discharge to the sanitary sewer and an industrial waste discharge permit will be obtained.   State that no vehicle repair or maintenance will be done outdoors, or else describe the required features of the outdoor work area. State that there are no floor drains or if there are floor drains, note the agency from which an industrial waste discharge permit will be obtained and that the design meets that agency’s requirements. State that there are no tanks, containers or sinks to be used for parts cleaning or rinsing or, if there are, note the agency from which an industrial waste discharge permit will be obtained and that the design meets that agency’s requirements.   In the Stormwater Control Plan, note that all of the following restrictions apply to use the site: No person shall dispose of, nor permit the disposal, directly or indirectly of vehicle fluids, hazardous materials, or rinsewater from parts cleaning into storm drains. No vehicle fluid removal shall be performed outside a building, nor on asphalt or ground surfaces, whether inside or outside a building, except in such a manner as to ensure that any spilled fluid will be in an area of secondary containment. Leaking vehicle fluids shall be contained or drained from the vehicle immediately. No person shall leave unattended drip parts or other open containers containing vehicle fluid, unless such containers are in use or in an area of secondary containment. Refer to “Automotive Maintenance & Car Care Best Management Practices for Auto Body Shops, Auto Repair Shops, Car Dealerships, Gas Stations and Fleet Service Operations”. Brochure can be found at http://rcflood.org/stormwater/ Refer to Outdoor Cleaning Activities and Professional Mobile Service Providers for many of the Potential Sources of Runoff Pollutants categories below. Brochure can be found at http://rcflood.org/stormwater/ Page 541 of 1234

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

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Operation and Maintenance Plan
Project Title: 202 E. Third Street

Contact Information:

Original Date Prepared: May 10, 2022 Prepared for: Premium Land Development, LLC Revision Date(s): _ ______ 35109 Avenue C Revision Date(s): _____________________ Yucaipa, CA 92399 Revision Date(s): _____________________ (909)-283-8588 Revision Date(s): _____________________ Prepared by: Blue Engineering and Consulting, Inc Rancho Cucamonga, CA 91739
(909)-248-6557
Contact: Angel Cesar, P.E.

Client Signature:
_________________________________________
_________________________________________

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Table of Contents
I. Inspection and Maintenance Log ........................................................................................................... 3 II. Updates, Revisions, and Errata .............................................................................................................. 4 III. Introduction .......................................................................................................................................... 5 IV. Responsibility for Maintenance ............................................................................................................ 6 IV.A General .................................................................................................................................. 6 IV.B Staff Training Program ........................................................................................................... 6 IV.C Records .................................................................................................................................. 6 IV.D Safety ..................................................................................................................................... 6 V. Summary of Drainage Management Areas and Stormwater BMPs ....................................................... 7 V.A Drainage Areas ........................................................................................................................ 7 V.B Structural Post-Construction BMPs ......................................................................................... 7 V.C Self-Retaining Areas or Other .................................................................................................. 7 VI. Stormwater BMP Design Documentation ............................................................................................. 9 VI.A “As-Built” Drawings of each Stormwater BMP ...................................................................... 9 VI.B Manufacturer’s Data, Manuals, and Maintenance Requirements ........................................ 9 VI.C Specific Operation and Maintenance Concerns and Troubleshooting ................................... 9 VII. Maintenance Schedule or Matrix ....................................................................................................... 10 VII.A Maintenance Schedule ........................................................................................................ 10 VII.B Service Agreement Information .......................................................................................... 10

List of Appendices
Appendix 1: Inspection and Maintenance Logs
Appendix 2: Updates, Revisions, and Errata
Appendix 3: Maintenance Mechanism
Appendix 4: Training Records
Appendix 5: Site Plan and Details
Appendix 6: “As-Built” Drawings
Appendix 7: Manufacturer Information
Appendix 8: Service Agreement Information

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I. Inspection and Maintenance Log
Date Observations/Actions Inspector

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II. Updates, Revisions and Errata
See Appendix 2

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III. Introduction
The project is located in the City of Beaumont at 202 E. Third Street. The project proposes an approximate

0.75-acre development of asphalt to an already existing site. The project is bounded by a railroad line to the north, Industrial buildings to the east, E. Third Street to the south, and California Avenue to the west.

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IV. Responsibility for Maintenance
General
Funding will be provided by the owner
Records
Maintenance records are to be inserted chronologically in Appendix 1 of this O&M Plan Safety
All maintenance procedures shall comply with the latest OSHA standards.

Replacement Cost
A bio-retention basin is a non-manufactured BMPs. When the site fails to store the additional volume within the allowable time. The cost to replace the bio-retention basin would be the cost to remove approximately the top 5 feet of soil and gravel and replace with new soil and gravel with minimal compaction to allow for storage. That cost can vary depending on time, approximation of soil and gravel. Replacement cost can be $10,000-$30,000.

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V. Summary of Drainage Management Areas and Stormwater
BMPs.

Drainage Areas
See Appendix 5 of this O&M Plan for WQMP Site map.

DMA A Pervious 90,630 sf (2.08 ac)
Impervious 77,570 sf (1.78 ac)

Geo-location of the BMPs using latitude and longitude coordinates BMP No. or ID BMP Identifier and
Description
Corresponding plan Sheet(s) Latitude Longitude
BR #1 Bio-Retention Basin WQMP Site Map 333.924918 -116.979947

Structural Post-Construction BMPs
See Appendix 5 of this O&M Plan for WQMP Site map.

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VI. Stormwater BMP Design Documentation
“As-Built” Drawings of each Stormwater BMP
See Appendix 6 of this O&M Plan for “as-built” drawings.

Manufacturer’s Data, Manuals, and Maintenance Requirements Not applicable, there are no manufactured stormwater BMPs.

Specific Operation and Maintenance Concerns and Troubleshooting Not applicable.

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VII. Maintenance Schedule or Matrix
Maintenance Schedule
Schedule Inspection and Maintenance Activity
Semi-monthly including just before
the annual storm season and
following rainfall events.
• Routine maintenance and inspection.
• Remove debris and litter from the entire basin to minimize filter clogging and to improve aesthetics.
• Check for obvious problems and repair as needed. Address odor, insects, and overgrowth issues associated with stagnant or standing water in the basin bottom. There should be no long-term ponding water.
• Check for erosion and sediment laden areas in the basins.

Repair as needed. Clean forebay of debris, litter, sediment, etc upon discovery.
• Revegetate side slopes where needed.

Annually. Schedule these
inspections within 72 hours after a
significant rainfall and prior to the
rainy season (October 1st).
“Significant rainfall” is defined as 0.5
inches or greater of rainfall:
http://www.wrh.noaa.gov/
forecast/wxtables/
• Inspection of hydraulic and structural facilities. Examine the inlet for blockage, the embankment and spillway integrity, as well as damage to any structural element.
• Check side slopes and embankments for erosion, slumping and overgrowth.
• Inspect the sand media at the filter drain to verify it is allowing acceptable infiltration. Scarify the top 3 inches by raking the filter drain’s sand surface annually.
• Check the filter drain underdrains for damage or clogging.

Repair as needed.
• Repair basin inlets, outlets, forebays, and energy dissipaters whenever damage is discovered.
• No water should be present 72 hours after an event. No long tern standing water should be present at all. No algae
formation should be visible. Correct problem as needed.

Every 5 years or sooner depending
on the observed drain times (no
more than 72 hours to empty the
basin)
• Remove the top 3 inches of sand from the filter drain and backfill with 3 inches of new sand to return the sand layer to its original depth. When scarification or removal of the top 3 inches of sand is no longer effective, remove and replace sand filter layer.

VII.B Service Agreement Information
See Appendix 8 of this O&M Plan for service agreement information with any contractors regarding the O&M of BMPs at the site, if any.

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Appendix 1: Inspection and Maintenance Logs
Insert Additional Inspection or Maintenance Logs Here

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Date Observations/Actions Inspector

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Appendix 2: Updates, Revisions, and Errata
Insert Additional Updates, Revisions, and Errata Logs Here

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Revision
Number Date Brief Description of Update/Revision/Errata, include section and page number
Prepared and
Approved by

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Appendix 3: Maintenance and Recording Mechanism
Copy of Covenant Agreement Establishing Notification Process And Responsibility For Water Quality Management Plan Implementation And Maintenance

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Notification Process and Responsibility

1. Name: _____________________________________
Title: _____________________________________
Phone No.: _____________________________________

WQMP Responsibilities:
(1) Routine inspections to evaluate BMP effectiveness.
(2) Identifying when BMPs require maintenance.
(3) Working with qualified contractors to maintain the BMP. (4) Recordkeeping of inspections and maintenance activities.

2. Name: _____________________________________
Title: _____________________________________
Phone No.: _____________________________________

WQMP Responsibilities:
(1) Cleaning, repairing, servicing, and maintenance of BMP.

3. Name: _____________________________________ Title: _____________________________________ Phone No.: _____________________________________

WQMP Responsibilities:
(1) In event of failure, and with City Engineer’s authorization, modify or replace with an upgraded BMP to prevent future failure.
(2) Notify successors of BMPs and maintenance requirements.

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Appendix 4: Training Records
Insert Training Records with Brief Discussion Here

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Appendix 5: Site Plan and Details
WQMP Site Map and BMP Details

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-R-7-infiltration trencharea = 3,048 SFvproposed = 4,115 cfbottom = 2568.50-R-7-BENCHMARK:IN BEAUMONT,AT THE JUNCTION OF CALIFORNIAAVENUE AND FIFTH PLACE, 28.9 M (94.8FT) WESTOF THE AVENUE CENTERLINE, 7.7 M (25.3 FT)SOUTH OF THE CENTERLINE OF FIFTH PLACE, 1.1 M(3.6 FT) NORTH OF A GUY WIRE, 0.79 M (2.6 FT)SOUTH OF A POWER POLE, 0.18 M (0.6 FT) EAST OFA WITNESS POST.THE MARK IS 0.6 METERS W FROM A SECONDWITNESS POST. THE MARK IS ABOVE LEVEL WITHTHE AVENUE.ELEV. 2576.61, NGVD 29BYMARKAPPR.DATEENGINEERCITYDESCRIPTIONDATEANGEL CESAR, P.E.R.C.E. 87222 EXP. 09/30/23SEALDESIGN BY:DRAWN BY:CHECKED BY:SCALE:DATE:JOB NUMBER:202 E. THIRD STREETAPN.418-200-003, -004, -005FILE NO:OF SHEETSAN GE
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ROFESSIONAL ENGINEERNo. 87222PROJECT BMP CONFORMANCE ANALYSISPROJECT AREA BREAKDOWNPage 564 of 1234

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3.5 Bioretention Facility

Description
Bioretention Facilities are shallow, vegetated basins underlain by an engineered soil media.

Healthy plant and biological activity in the root zone maintain and renew the macro‐pore space in the soil and maximize plant uptake of pollutants and runoff. This keeps the Best Management Practice (BMP) from becoming clogged and allows more of the soil column to function as both a sponge (retaining water) and a highly effective and self‐maintaining biofilter.

In most cases, the bottom of a Bioretention Facility is unlined, which also provides an opportunity for infiltration to the extent the underlying onsite soil can accommodate. When the infiltration rate of the underlying soil is exceeded, fully biotreated flows are discharged via underdrains. Bioretention Facilities therefore will inherently achieve the maximum feasible level of infiltration and evapotranspiration and achieve the minimum feasible (but highly biotreated) discharge to the storm drain system.

Siting Considerations
These facilities work best when they are designed in a relatively level area. Unlike other BMPs, Bioretention Facilities can be used in smaller landscaped spaces on the site, such as:
 Parking islands
 Medians
 Site entrances
Landscaped areas on the site (such as may otherwise be required through minimum landscaping ordinances), can often be designed as Bioretention Facilities. This can be accomplished by:

 Depressing landscaped areas below adjacent impervious surfaces, rather than elevating those areas
 Grading the site to direct runoff from those impervious surfaces into the Bioretention Facility, rather than away from the landscaping
 Sizing and designing the depressed landscaped area as a Bioretention Facility as described in this Fact Sheet

Type of BMP LID – Bioretention
Treatment Mechanisms Infiltration, Evapotranspiration, Evaporation, Biofiltration Maximum Drainage Area This BMP is intended to be integrated into a project’s landscaped area in a distributed manner. Typically, contributing drainage areas to Bioretention Facilities range from less than 1 acre to a maximum of around 10 acres.

Other Names Rain Garden, Bioretention Cell, Bioretention Basin, Biofiltration Basin, Landscaped Filter Basin, Porous Landscape Detention

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Bioretention Facilities should however not be used downstream of areas where large amounts of sediment can clog the system. Placing a Bioretention Facility at the toe of a steep slope should also be avoided due to the potential for clogging the engineered soil media with erosion from the slope, as well as the potential for damaging the vegetation.

Design and Sizing Criteria
The recommended cross section necessary for a Bioretention Facility includes:

 Vegetated area
 18' minimum depth of engineered soil media
 12' minimum gravel layer depth with 6' perforated pipes (added flow control features such as orifice plates may be required to mitigate for HCOC conditions)

While the 18‐inch minimum engineered soil media depth can be used in some cases, it is recommended to use 24 inches or a preferred 36 inches to provide an adequate root zone for the chosen plant palate. Such a design also provides for improved removal effectiveness for nutrients. The recommended ponding depth inside of a Bioretention Facility is 6 inches; measured from the flat bottom surface to the top of the water surface as shown in Figure 1.

Because this BMP is filled with an engineered soil media, pore space in the soil and gravel layer is assumed to provide storage volume. However, several considerations must be noted:

 Surcharge storage above the soil surface (6 inches) is important to assure that design flows do not bypass the BMP when runoff exceeds the soil’s absorption rate.  In cases where the Bioretention Facility contains engineered soil media deeper than 36 inches, the pore space within the engineered soil media can only be counted to the 36‐ inch depth.
 A maximum of 30 percent pore space can be used for the soil media whereas a maximum of 40 percent pore space can be use for the gravel layer.

Figure 1: Standard Layout for a Bioretention Facility

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Engineered Soil Media Requirements
The engineered soil media shall be comprised of 85 percent mineral component and 15 percent organic component, by volume, drum mixed prior to placement. The mineral component shall be a Class A sandy loam topsoil that meets the range specified in Table 1 below. The organic component shall be nitrogen stabilized compost1, such that nitrogen does not leach from the media.

Table 1: Mineral Component Range Requirements
Percent Range Component
70‐80 Sand
15‐20 Silt
5‐10 Clay
The trip ticket, or certificate of compliance, shall be made available to the inspector to prove the engineered mix meets this specification.

Vegetation Requirements
Vegetative cover is important to minimize erosion and ensure that treatment occurs in the Bioretention Facility. The area should be designed for at least 70 percent mature coverage throughout the Bioretention Facility. To prevent the BMP from being used as walkways, Bioretention Facilities shall be planted with a combination of small trees, densely planted shrubs, and natural grasses. Grasses shall be native or ornamental; preferably ones that do not need to be mowed. The application of fertilizers and pesticides should be minimal. To maintain oxygen levels for the vegetation and promote biodegradation, it is important that vegetation not be completely submerged for any extended period of time. Therefore, a maximum of 6 inches of ponded water shall be used in the design to ensure that plants within the Bioretention Facility remain healthy.

A 2 to 3‐inch layer of standard shredded aged hardwood mulch shall be placed as the top layer inside the Bioretention Facility. The 6‐inch ponding depth shown in Figure 1 above shall be measured from the top surface of the 2 to 3‐inch mulch layer.

Curb Cuts
To allow water to flow into the Bioretention Facility, 1‐foot‐wide (minimum) curb cuts should be placed approximately every 10 feet around the perimeter of the Bioretention Facility. Figure 2 shows a curb cut in a Bioretention Facility. Curb cut flow lines must be at or above the VBMP water surface level.

1 For more information on compost, visit the US Composting Council website at: http://compostingcouncil.org/

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Figure 2: Curb Cut located in a Bioretention Facility

To reduce erosion, a gravel pad shall be placed
at each inlet point to the Bioretention Facility.

The gravel should be 1‐ to 1.5‐inch diameter in
size. The gravel should overlap the curb cut
opening a minimum of 6 inches. The gravel pad
inside the Bioretention Facility should be flush
with the finished surface at the curb cut and
extend to the bottom of the slope.

In addition, place an apron of stone or concrete,
a foot square or larger, inside each inlet to
prevent vegetation from growing up and
blocking the inlet. See Figure 3.

Terracing the Landscaped Filter Basin
It is recommended that Bioretention Facilities be level. In the event the facility site slopes and lacks proper design, water would fill the lowest point of the BMP and then discharge from the basin without being treated. To ensure that the water will be held within the Bioretention Facility on sloped sites, the BMP must be terraced with nonporous check dams to provide the required storage and treatment capacity.

The terraced version of this BMP shall be used on non‐flat sites with no more than a 3 percent slope. The surcharge depth cannot exceed 0.5 feet, and side slopes shall not exceed 4:1. Table 2 below shows the spacing of the check dams, and slopes shall be rounded up (i.e., 2.5 percent slope shall use 10' spacing for check dams).

Table 2: Check Dam Spacing
6” Check Dam Spacing
Slope Spacing
1% 25'
2% 15'
3% 10'
Figure 3: Apron located in a Bioretention Facility

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Roof Runoff
Roof downspouts may be directed towards Bioretention Facilities. However, the downspouts must discharge onto a concrete splash block to protect the Bioretention Facility from erosion.

Retaining Walls
It is recommended that Retaining Wall Type 1A, per Caltrans Standard B3‐3 or equivalent, be constructed around the entire perimeter of the Bioretention Facility. This practice will protect the sides of the Bioretention Facility from collapsing during construction and maintenance or from high service loads adjacent to the BMP. Where such service loads would not exist adjacent to the BMP, an engineered alternative may be used if signed by a licensed civil engineer.

Side Slope Requirements

Bioretention Facilities Requiring Side Slopes
The design should assure that the Bioretention Facility does not present a tripping hazard.

Bioretention Facilities proposed near pedestrian areas, such as areas parallel to parking spaces or along a walkway, must have a gentle slope to the bottom of the facility. Side slopes inside of a Bioretention Facility shall be 4:1. A typical cross section for the Bioretention Facility is shown in Figure 1.

Bioretention Facilities Not Requiring Side Slopes
Where cars park perpendicular to the Bioretention Facility, side slopes are not required. A 6‐ inch maximum drop may be used, and the Bioretention Facility must be planted with trees and shrubs to prevent pedestrian access. In this case, a curb is not placed around the Bioretention Facility,
but wheel stops shall be used to prevent vehicles from entering the Bioretention Facility, as shown in Figure 4.

Figure 4: Bioretention Facility Layout without Side Slopes

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Planter Boxes
Bioretention Facilities can also be placed above ground as planter boxes. Planter boxes must have a minimum width of 2 feet, a maximum surcharge depth of 6 inches, and no side slopes are necessary. Planter boxes must be constructed so as to ensure that the top surface of the engineered soil media will remain level. This option may be constructed of concrete, brick, stone or other stable materials that will not warp or bend. Chemically treated wood or galvanized steel, which has the ability to contaminate stormwater, should not be used. Planter boxes must be lined with an impermeable liner on all sides, including the bottom. Due to the impermeable liner, the inside bottom of the planter box shall be designed and constructed with a cross fall, directing treated flows within the subdrain layer toward the point where subdrain exits the planter box, and subdrains shall be oriented with drain holes oriented down. These provisions will help avoid excessive stagnant water within the gravel underdrain layer. Similar to the in‐ground Bioretention Facility versions, this BMP benefits from healthy plants and biological activity in the root zone. Planter boxes should be planted with appropriately selected vegetation.

Figure 5: Planter Box
Source: LA Team Effort
Overflow
An overflow route is needed in the Bioretention Facility design to bypass stored runoff from storm events larger than VBMP or in the event of facility or subdrain clogging. Overflow systems must connect to an acceptable discharge point, such as a downstream conveyance system as shown in Figure 1 and Figure 4. The inlet to the overflow structure shall be elevated inside the Bioretention Facility to be flush with the ponding surface for the design capture volume (VBMP) as shown in Figure 4. This will allow the design capture volume to be fully treated by the Bioretention Facility, and for larger events to safely be conveyed to downstream systems. The overflow inlet shall not be located in the entrance of a Bioretention Facility, as shown in Figure

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Underdrain Gravel and Pipes
An underdrain gravel layer and pipes shall be provided in accordance with Appendix B – Underdrains.

Figure 6: Incorrect Placement of an Overflow Inlet.

Inspection and Maintenance Schedule
The Bioretention Facility area shall be inspected for erosion, dead vegetation, soggy soils, or standing water. The use of fertilizers and pesticides on the plants inside the Bioretention Facility should be minimized.

Schedule Activity
Ongoing
 Keep adjacent landscape areas maintained. Remove clippings from landscape maintenance activities.
 Remove trash and debris
 Replace damaged grass and/or plants
 Replace surface mulch layer as needed to maintain a 2‐3 inch soil cover.

After storm events  Inspect areas for ponding
Annually  Inspect/clean inlets and outlets

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Bioretention Facility Design Procedure

1) Enter the area tributary, AT, to the Bioretention Facility.

2) Enter the Design Volume, VBMP, determined from Section 2.1 of this Handbook.

3) Select the type of design used. There are two types of Bioretention Facility designs: the standard design used for most project sites that include side slopes, and the modified design used when the BMP is located perpendicular to the parking spaces or with planter boxes that do not use side slopes.

4) Enter the depth of the engineered soil media, dS. The minimum depth for the engineered soil media can be 18' in limited cases, but it is recommended to use 24' or a preferred 36' to provide an adequate root zone for the chosen plant palette. Engineered soil media deeper than 36' will only get credit for the pore space in the first 36'.

5) Enter the top width of the Bioretention Facility.

6) Calculate the total effective depth, dE, within the Bioretention Facility. The maximum allowable pore space of the soil media is 30% while the maximum allowable pore space for the gravel layer is 40%. Gravel layer deeper than 12' will only get credit for the pore space in the first 12'.

a. For the design with side slopes the following equation shall be used to determine the total effective depth. Where, dP is the depth of ponding within the basin. d୉ ሺftሻ ൌ

0.3 ൈ ቂ൫w୘ ሺftሻ ൈdୗ ሺftሻ൯൅4൫d୔ ሺftሻ൯ଶ ቃ ൅ 0.4 ൈ 1
ሺftሻ ൅d୔ ሺftሻൣ4d୔ ሺftሻ ൅൫w୘ ሺftሻ െ8d୔ ሺftሻ൯൧
w୘ ሺftሻ
This above equation can be simplified if the maximum ponding depth of 0.5’ is used. The equation below is used on the worksheet to find the minimum area required for the Bioretention Facility:
d୉ ሺftሻ ൌ ሺ0.3 ൈ dୗ ሺftሻ ൅ 0.4 x 1ሺftሻ
ሻ െቆ0.7 ሺft ଶ ሻ
w୘ ሺftሻ ቇ൅0.5ሺftሻ

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b. For the design without side slopes the following equation shall be used to determine the total effective depth:
d୉ ሺftሻ ൌd୔ ሺftሻ ൅ ሾሺ0.3ሻ ൈdୗ ሺftሻ ൅ ሺ0.4ሻ ൈ1ሺftሻሿ

The equation below, using the maximum ponding depth of 0.5', is used on the worksheet to find the minimum area required for the Bioretention Facility:

d୉ ሺftሻ ൌ0.5 ሺftሻ ൅ ሾሺ0.3ሻ ൈdୗ ሺftሻ ൅ ሺ0.4ሻ ൈ1ሺftሻሿ

7) Calculate the minimum surface area, AM, required for the Bioretention Facility. This does not include the curb surrounding the Bioretention Facility or side slopes.

A୑ ሺft ଶ ሻ ൌ V୆୑୔ሺftଷ ሻ
d୉ ሺftሻ

8) Enter the proposed surface area. This area shall not be less than the minimum required surface area.

9) Verify that side slopes are no steeper than 4:1 in the standard design, and are not required in the modified design.

10) Provide the diameter, minimum 6 inches, of the perforated underdrain used in the Bioretention Facility. See Appendix B for specific information regarding perforated pipes.

11) Provide the slope of the site around the Bioretention Facility, if used. The maximum slope is 3 percent for a standard design.

12) Provide the check dam spacing, if the site around the Bioretention Facility is sloped.

13) Describe the vegetation used within the Bioretention Facility.

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References Used to Develop this Fact Sheet
Anderson, Dale V. "Landscaped Filter Basin Soil Requirements." Riverside, May 2010.

California Department of Transportation. CalTrans Standard Plans. 15 September 2005. May 2010 http://www.dot.ca.gov/hq/esc/oe/project_plans/HTM/stdplns‐ met‐new99.htm>.

Camp Dresser and McKee Inc.; Larry Walker Associates. California Stormwater Best Management Practice Handbook for New Development and Redevelopment. California Stormwater Quality Association (CASQA), 2004.

Contra Costa Clean Water Program. Stormwater Quality Requirements for Development Applications. 3rd Edition. Contra Costa, 2006.

County of Los Angeles Public Works. Stormwater Best Management Practice Design and Maintenance Manual. Los Angeles, 2009.

Kim, Hunho, Eric A. Seagren and Allen P. Davis. "Engineered Bioretention for Removal of Nitrate from Stormwater Runoff." Water Environment Research 75.4 (2003): 355‐366.

LA Team Effort. LA Team Effort: FREE Planter Boxes for Businesses. 2 November 2009. May 2010 http://lateameffort.blogspot.com/2009/11/free‐ planter‐boxes‐for‐businesses‐est.html>.

Montgomery County Maryland Department of Permitting Services Water Resources Section.

Biofiltration (BF). Montgomery County, 2005.

Program, Ventura Countywide Stormwater Quality Management. Technical Guidance Manual for Stormwater Quality Control Measures. Ventura, 2002.

United States Environmental Protection Agency. Storm Water Technology Fact Sheet Bioretention. Washington D.C, 1999.

Urban Drainage and Flood Control District. Urban Storm Drainage Criteria Manual Volume 3 ‐ Best Management Practices. Vol. 3. Denver, 2008. 3 vols.

Urbonas, Ben R. Stormwater Sand Filter Sizing and Design: A Unit Operations Approach. Denver:

Urban Drainage and Flood Control District, 2002.

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Appendix 6: “As-Built” Drawings
Insert “As-Builts” Here When Available

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Appendix 7: Manufacturer Information
Brochures, Manuals, and Maintenance Requirements

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Appendix 8: Service Agreement Information
Insert Contractor Information (if any)

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- 6 -

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

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3.5 Bioretention Facility

Description
Bioretention Facilities are shallow, vegetated basins underlain by an engineered soil media.

Other Names Rain Garden, Bioretention Cell, Bioretention Basin, Biofiltration Basin, Landscaped Filter Basin, Porous Landscape Detention

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Design and Sizing Criteria
The recommended cross section necessary for a Bioretention Facility includes:

Because this BMP is filled with an engineered soil media, pore space in the soil and gravel layer is assumed to provide storage volume. However, several considerations must be noted:

Figure 1: Standard Layout for a Bioretention Facility

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1 For more information on compost, visit the US Composting Council website at: http://compostingcouncil.org/

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Figure 2: Curb Cut located in a Bioretention Facility

To reduce erosion, a gravel pad shall be placed
at each inlet point to the Bioretention Facility.

In addition, place an apron of stone or concrete,
a foot square or larger, inside each inlet to
prevent vegetation from growing up and
blocking the inlet. See Figure 3.

Table 2: Check Dam Spacing
6” Check Dam Spacing
Slope Spacing
1% 25'
2% 15'
3% 10'
Figure 3: Apron located in a Bioretention Facility

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Beaumont City CouncilMarch 7, 2023

Beaumont City Council
March 7, 2023