Beaumont City Council
January 20, 2026

© Insura r2r sj f1iN,6nc., 2012 CG 20 10 04 13

POLICY NUMBER: CMV-PLI-0029523-04 COMMERCIAL GENERAL LIABILITY CG 24 04 05 09

WAIVER OF TRANSFER OF RIGHTS OF RECOVERY

AGAINST OTHERS TO US
This endorsement modifies insurance provided under the following:

COMMERCIAL GENERAL LIABILITY COVERAGE PART

PRODUCTS/COMPLETED OPERATIONS LIABILITY COVERAGE PART

SCHEDULE
Name Of Person Or Organization:

CITY OF BEAUMONT
Information required to complete this Schedule, if not shown above, will be shown in the Declarations.

The following is added to Paragraph 8. Transfer Of
Rights Of Recovery Against Others To Us of
Section IV — Conditions:

We waive any right of recovery we may have against
the person or organization shown in the Schedule
above because of payments we make for injury or
damage arising out of your ongoing operations or
"your work" done under a contract with that person
or organization and included in the "products -
completed operations hazard". This waiver applies
only to the person or organization shown in the
Schedule above.

CG 24 04 05 09
© Insura r{:8s�fli�j?gnc., 2008 Page 1 of 1 O

COMMERCIAL AUTOMOBILE
HA99160312
THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY.

COMMERCIAL AUTOMOBILE BROAD FORM

ENDORSEMENT
This endorsement modifies insurance provided under the following:

BUSINESS AUTO COVERAGE FORM
To the extent that the provisions of this endorsement provide broader benefits to the "insured" than other provisions of the Coverage Form, the provisions of this endorsement apply.

1. BROAD FORM INSURED
A. Subsidiaries and Newly Acquired or
Formed Organizations
The Named Insured shown in the
Declarations is amended to include:
(1) Any legal business entity other than a
partnership or joint venture, formed as a
subsidiary in which you have an
ownership interest of more than 50% on
the effective date of the Coverage Form.

However, the Named Insured does not
include any subsidiary that is an
"insured" under any other automobile
policy or would be an "insured" under
such a policy but for its termination or
the exhaustion of its Limit of Insurance.
(2) Any organization that is acquired or
formed by you and over which you
maintain majority ownership. However,
the Named Insured does not include any
newly formed or acquired organization:
(a) That is a partnership or joint
venture,
(b) That is an "insured" under any other
policy,
(c) That has exhausted its Limit of
Insurance under any other policy, or
(d) 180 days or more after its
acquisition or formation by you,
unless you have given us notice of
the acquisition or formation.

Coverage does not apply to "bodily
injury" or "property damage" that results
from an "accident" that occurred before
you formed or acquired the organization.

B. Employees as Insureds
Paragraph A.1. - WHO IS AN INSURED - of
SECTION II - LIABILITY COVERAGE is
amended to add:
d. Any "employee" of yours while using a
covered "auto" you don't own, hire or
borrow in your business or your
personal affairs.

C. Lessors as Insureds
Paragraph A.1. - WHO IS AN INSURED - of
Section II - Liability Coverage is amended to
add:
e. The lessor of a covered "auto" while the
"auto" is leased to you under a written
agreement if:
(1) The agreement requires you to
provide direct primary insurance for
the lessor and
(2) The "auto" is leased without a driver.

Such a leased "auto" will be considered a
covered "auto" you own and not a covered
"auto" you hire.

D. Additional Insured if Required by Contract
(1) Paragraph A.1. - WHO IS AN INSURED
- of Section II - Liability Coverage is
amended to add:
f. When you have agreed, in a written
contract or written agreement, that a
person or organization be added as
an additional insured on your
business auto policy, such person or
organization is an "insured", but only
to the extent such person or
organization is liable for "bodily
injury" or "property damage" caused
by the conduct of an "insured" under
paragraphs a. or b. of Who Is An
Insured with regard to the
ownership, maintenance or use of a
covered "auto."
Form HA 99 16 03 12
© 2011, The H4gford ( cNs4 righted material
of ISO Pro e, , �(rftf�tig Vermission.) Page 1 of 5

The insurance afforded to any such
additional insured applies only if the
"bodily injury" or "property damage"
occurs:
(1) During the policy period, and
(2) Subsequent to the execution of such
written contract, and
(3) Prior to the expiration of the period
of time that the written contract
requires such insurance be provided
to the additional insured.
(2) How Limits Apply
If you have agreed in a written contract
or written agreement that another
person or organization be added as an
additional insured on your policy, the
most we will pay on behalf of such
additional insured is the lesser of:
(a) The limits of insurance specified in
the written contract or written
agreement; or
(b) The Limits of Insurance shown in
the Declarations.

Such amount shall be a part of and not
in addition to Limits of Insurance shown
in the Declarations and described in this
Section.
(3)
Additional Insureds Other Insurance
If we cover a claim or "suit" under this
Coverage Part that may also be covered
by other insurance available to an
additional insured, such additional
insured must submit such claim or "suit"
to the other insurer for defense and
indemnity.

However, this provision does not apply
to the extent that you have agreed in a
written contract or written agreement
that this insurance is primary and non-
contributory with the additional insured's
own insurance.
(4) Duties in The Event Of Accident, Claim,
Suit or Loss
If you have agreed in a written contract
or written agreement that another
person or organization be added as an
additional insured on your policy, the
additional insured shall be required to
comply with the provisions in LOSS
CONDITIONS 2. - DUTIES IN THE

EVENT OF ACCIDENT, CLAIM , SUIT

OR LOSS - OF SECTION IV -
BUSINESS AUTO CONDITIONS, in the
same manner as the Named Insured.

E. Primary and Non -Contributory if
Required by Contract
Only with respect to insurance provided to
an additional insured in 1.D. - Additional
Insured If Required by Contract, the
following provisions apply:
(3)
Primary Insurance When Required By
Contract
This insurance is primary if you have
agreed in a written contract or written
agreement that this insurance be
primary. If other insurance is also
primary, we will share with all that other
insurance by the method described in
Other Insurance 5.d.
(4) Primary And Non -Contributory To Other
Insurance When Required By Contract
If you have agreed in a written contract
or written agreement that this insurance
is primary and non-contributory with the
additional insured's own insurance, this
insurance is primary and we will not
seek contribution from that other
insurance.

Paragraphs (3) and (4) do not apply to other
insurance to which the additional insured
has been added as an additional insured.

When this insurance is excess, we will have no
duty to defend the insured against any "suit" if
any other insurer has a duty to defend the
insured against that "suit". If no other insurer
defends, we will undertake to do so, but we will
be entitled to the insured's rights against all
those other insurers.

When this insurance is excess over other
insurance, we will pay only our share of the
amount of the loss, if any, that exceeds the sum
of:
(1) The total amount that all such other
insurance would pay for the loss in the
absence of this insurance; and
(2) The total of all deductible and self -insured
amounts under all that other insurance.

We will share the remaining loss, if any, by the
method described in Other Insurance 5.d.

2. AUTOS RENTED BY EMPLOYEES
Any "auto" hired or rented by your "employee"
on your behalf and at your direction will be
considered an "auto" you hire.

The OTHER INSURANCE Condition is amended
by adding the following:

Form HA 99 16 03 12
© 2011, The H4gford ( cis,I righted material
of ISO Pro e, �(rft , N Vermission.) Page 2 of 5

If an "employee's" personal insurance also
applies on an excess basis to a covered "auto"
hired or rented by your "employee" on your
behalf and at your direction, this insurance will
be primary to the "employee's" personal
insurance.

3. AMENDED FELLOW EMPLOYEE EXCLUSION
EXCLUSION 5. - FELLOW EMPLOYEE - of
SECTION II - LIABILITY COVERAGE does not
apply if you have workers' compensation
insurance in -force covering all of your
"employees".

Coverage is excess over any other collectible
insurance.

4. HIRED AUTO PHYSICAL DAMAGE COVERAGE
If hired "autos" are covered "autos" for Liability
Coverage and if Comprehensive, Specified
Causes of Loss, or Collision coverages are
provided under this Coverage Form for any
"auto" you own, then the Physical Damage
Coverages provided are extended to "autos" you
hire or borrow, subject to the following limit.

The most we will pay for "loss" to any hired
"auto" is:
(1) $100,000;
(2) The actual cash value of the damaged or
stolen property at the time of the "loss"; or
(3) The cost of repairing or replacing the
damaged or stolen property,
whichever is smallest, minus a deductible. The
deductible will be equal to the largest deductible
applicable to any owned "auto" for that
coverage. No deductible applies to "loss" caused
by fire or lightning. Hired Auto Physical Damage
coverage is excess over any other collectible
insurance. Subject to the above limit, deductible
and excess provisions, we will provide coverage
equal to the broadest coverage applicable to any
covered "auto" you own.

We will also cover loss of use of the hired "auto"
if it results from an "accident", you are legally
liable and the lessor incurs an actual financial
loss, subject to a maximum of $1000 per
"accident".

This extension of coverage does not apply to
any "auto" you hire or borrow from any of your
"employees", partners (if you are a partnership),
members (if you are a limited liability company),
or members of their households.

5. PHYSICAL DAMAGE - ADDITIONAL

TEMPORARY TRANSPORTATION EXPENSE

COVERAGE
Paragraph A.4.a. of SECTION II I - PHYSICAL
DAMAGE COVERAGE is amended to provide a
limit of $50 per day and a maximum limit of
$1,000.

6. LOAN/LEASE GAP COVERAGE
Under SECTION III - PHYSICAL DAMAGE
COVERAGE, in the event of a total "loss" to a
covered "auto", we will pay your additional legal
obligation for any difference between the actual
cash value of the "auto" at the time of the "loss"
and the "outstanding balance" of the loan/lease.
"Outstanding balance" means the amount you
owe on the loan/lease at the time of "loss" less
any amounts representing taxes; overdue
payments; penalties, interest or charges
resulting from overdue payments; additional
mileage charges; excess wear and tear charges;
lease termination fees; security deposits not
returned by the lessor; costs for extended
warranties, credit life Insurance, health, accident
or disability insurance purchased with the loan or
lease; and carry-over balances from previous
loans or leases.

7. AIRBAG COVERAGE
Under Paragraph B. EXCLUSIONS - of

SECTION I II - PHYSICAL DAMAGE
COVERAGE, the following is added:

The exclusion relating to mechanical breakdown
does not apply to the accidental discharge of an
airbag.

8. ELECTRONIC EQUIPMENT - BROADENED

COVERAGE
a. The exceptions to Paragraphs B.4 -
EXCLUSIONS - of SECTION III - PHYSICAL
DAMAGE COVERAGE are replaced by the
following:

Exclusions 4.c. and 4.d. do not apply to
equipment designed to be operated solely
by use of the power from the "auto's"
electrical system that, at the time of "loss",
is:
(1) Permanently installed in or upon
the covered "auto";
(2) Removable from a housing unit
which is permanently installed in
or upon the covered "auto";
An integral part of the same unit
housing any electronic
equipment described in
Paragraphs (1) and (2) above; or
(3)
Form HA 99 16 03 12
© 2011, The H4gford ad ri hted material
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of ISO Pro rl e, to Vermission.) Page 3 of 5

(4) Necessary for the normal
operation of the covered "auto" or
the monitoring of the covered
"auto's" operating system.
b. Section II I — Version CA 00 01 03 10 of the
Business Auto Coverage Form, Physical
Damage Coverage, Limit of Insurance,
Paragraph C.2 and Version CA 00 01 10 01 of
the Business Auto Coverage Form, Physical
Damage Coverage, Limit of Insurance,
Paragraph C are each amended to add the
following:
$1,500 is the most we will pay for "loss" in
any one "accident" to all electronic
equipment (other than equipment designed
solely for the reproduction of sound, and
accessories used with such equipment)
that reproduces, receives or transmits
audio, visual or data signals which, at the
time of "loss", is:
(1) Permanently installed in or upon
the covered "auto" in a housing,
opening or other location that is not
normally used by the "auto"
manufacturer for the installation of
such equipment;
(2) Removable from a permanently
installed housing unit as described
in Paragraph 2.a. above or is an
integral part of that equipment; or
(3) An integral part of such equipment.
c. For each covered "auto", should loss be limited
to electronic equipment only, our obligation to
pay for, repair, return or replace damaged or
stolen electronic equipment will be reduced by
the applicable deductible shown in the
Declarations, or $250, whichever deductible is
less.

9. EXTRA EXPENSE BROADENED

COVERAGE
Under Paragraph A. - COVERAGE - of SECTION
I I I - PHYSICAL DAMAGE COVERAGE, we will
pay for the expense of returning a stolen covered
"auto" to you.

10. GLASS REPAIR - WAIVER OF DEDUCTIBLE
Under Paragraph D. - DEDUCTIBLE - of SECTION
II I - PHYSICAL DAMAGE COVERAGE, the
following is added:

No deductible applies to glass damage if the
glass is repaired rather than replaced.

11. TWO OR MORE DEDUCTIBLES
Under Paragraph D. - DEDUCTIBLE - of SECTION
II I - PHYSICAL DAMAGE COVERAGE, the
following is added:

If another Hartford Financial Services Group,
Inc. company policy or coverage form that is not
an automobile policy or coverage form applies to
the same "accident", the following applies:
(1) If the deductible under this Business Auto
Coverage Form is the smaller (or smallest)
deductible, it will be waived;
(2) If the deductible under this Business Auto
Coverage Form is not the smaller (or
smallest) deductible, it will be reduced by
the amount of the smaller (or smallest)
deductible.

12. AMENDED DUTIES IN THE EVENT OF

ACCIDENT, CLAIM, SUIT OR LOSS
The requirement in LOSS CONDITIONS 2.a. -

DUTIES IN THE EVENT OF ACCIDENT,CLAIM,
SUIT OR LOSS - of SECTION IV - BUSINESS
AUTO CONDITIONS that you must notify us of
an "accident" applies only when the "accident" is
known to:
(1) You, if you are an individual;
(2) A partner, if you are a partnership;
(3) A member, if you are a limited liability
company; or
(4) An executive officer or insurance manager, if
you are a corporation.

13. UNINTENTIONAL FAILURE TO DISCLOSE

HAZARDS
If you unintentionally fail to disclose any hazards
existing at the inception date of your policy, we
will not deny coverage under this Coverage
Form because of such failure.

14. HIRED AUTO - COVERAGE TERRITORY
Paragraph e. of GENERAL CONDITIONS 7. -

POLICY PERIOD, COVERAGE TERRITORY -
of SECTION IV - BUSINESS AUTO
CONDITIONS is replaced by the following:
e. For short-term hired "autos", the coverage
territory with respect to Liability Coverage is
anywhere in the world provided that if the
"insured's" responsibility to pay damages for
"bodily injury" or "property damage" is
determined in a "suit," the "suit" is brought in
the United States of America, the territories
and possessions of the United States of
America, Puerto Rico or Canada or in a
settlement we agree to.

15. WAIVER OF SUBROGATION

TRANSFER OF RIGHTS OF RECOVERY
AGAINST OTHERS TO US - of SECTION IV -
BUSINESS AUTO CONDITIONS is amended by
adding the following:

Form HA 99 16 03 12
© 2011, The Hq4ford d ri hted material
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of ISO Pro rl . to V e, , ermission.) Page 4 of 5

We waive any right of recovery we may have
against any person or organization with whom
you have a written contract that requires such
waiver because of payments we make for
damages under this Coverage Form.

16. RESULTANT MENTAL ANGUISH COVERAGE
The definition of "bodily injury" in SECTION V -
DEFINITIONS is replaced by the following:
"Bodily injury" means bodily injury, sickness or
disease sustained by any person, including
mental anguish or death resulting from any of
these.

17. EXTENDED CANCELLATION CONDITION
Paragraph 2. of the COMMON POLICY
CONDITIONS - CANCELLATION - applies
except as follows:

If we cancel for any reason other than
nonpayment of premium, we will mail or deliver
to the first Named Insured written notice of
cancellation at least 60 days before the effective
date of cancellation.

18. HYBRID, ELECTRIC, OR NATURAL GAS

VEHICLE PAYMENT COVERAGE
In the event of a total loss to a "non -hybrid" auto
for which Comprehensive, Specified Causes of
Loss, or Collision coverages are provided under
this Coverage Form, then such Physical
Damage Coverages are amended as follows:
a.lf the auto is replaced with a "hybrid" auto or
an auto powered solely by electricity or natural
gas, we will pay an additional 10%, to a
maximum of $2,500, of the "non -hybrid" auto's
actual cash value or replacement cost,
whichever is less,
b.The auto must be replaced and a copy of a bill
of sale or new lease agreement received by us
within 60 calendar days of the date of "loss,"
c. Regardless of the number of autos deemed a
total loss, the most we will pay under this
Hybrid, Electric, or Natural Gas Vehicle
Payment Coverage provision for any one
"loss" is $10,000.

For the purposes of the coverage provision,
a.A "non -hybrid" auto is defined as an auto that
uses only an internal combustion engine to
move the auto but does not include autos
powered solely by electricity or natural gas.
b.A "hybrid" auto is defined as an auto with an
internal combustion engine and one or more
electric motors; and that uses the internal
combustion engine and one or more electric
motors to move the auto, or the internal
combustion engine to charge one or more
electric motors, which move the auto.

19. VEHICLE WRAP COVERAGE
In the event of a total loss to an "auto" for which
Comprehensive, Specified Causes of Loss, or
Collision coverages are provided under this
Coverage Form, then such Physical Damage
Coverages are amended to add the following:

In addition to the actual cash value of the "auto",
we will pay up to $1,000 for vinyl vehicle wraps
which are displayed on the covered "auto" at the
time of total loss. Regardless of the number of
autos deemed a total loss, the most we will pay
under this Vehicle Wrap Coverage provision for
any one "loss" is $5,000. For purposes of this
coverage provision, signs or other graphics
painted or magnetically affixed to the vehicle are
not considered vehicle wraps.

Form HA 99 16 03 12
© 2011, The H4gford Js to ad ri hted material
�I g
of ISO Pro e rl ' , ., Vermission.) Page 5 of 5

POLICY NUMBER: CMV-PLI-0029523-04
THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY.

AMENDMENT - ADDITIONAL INSURED -

PRIMARY AND NONCONTRIBUTORY -

OTHER INSURANCE CONDITION

SCHEDULE
Additional Insured:

CITY OF BEAUMONT
A. Information to complete the Schedule, if not shown above, will be shown in the Declarations.

The following is added to the Other Insurance Condition and supersedes any provision to the contrary:

Primary and Noncontributory Insurance
As respects the Additional Insured shown in the Schedule above, this insurance is primary to and will not seek contribution from any other insurance available to the Additional Insured, provided that:

B. The Additional Insured is a Named Insured under such other insurance; and C. You have agreed in writing in a contract or agreement that this insurance would be primary and would not seek contribution from any other insurance available to the additional insured.

All other terms and conditions of the policy remain unchanged.

PLI 52 40 06 16

THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY.

WAIVER OF OUR RIGHT TO RECOVER FROM

OTHERS ENDORSEMENT - CALIFORNIA
Policy Number: 57 WEC G19278 Endorsement Number:

Effective Date: 01/01/25 Effective hour is the same as stated on the Information Page of the policy.

Named Insured and Address: STC TRAFFIC, INC.
5973 AVENIDA ENCINAS STE 218
CARLSBAD CA 92008
We have the right to recover our payments from anyone liable for an injury covered by this policy. We will not enforce our right against the person or organization named in the Schedule. (This agreement applies only to the extent that you perform work under a written contract that requires you to obtain this agreement from us.) You must maintain payroll records accurately segregating the remuneration of your employees while engaged in the work described in the Schedule.

The additional premium for this endorsement shall be 2 % of the California workers' compensation premium otherwise due on such remuneration.

SCHEDULE
Person or Organization Job Description
Any person or organization for whom you are required by written contract or agreement to obtain this waiver of rights from us
Countersigned by
Authorized Representative
Form W 04 03 06 (1) Printed in U.S.A.

Process Date: 11/21/24

V
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Proposal — Pennsylvania Avenue and 2nd Street Traffic Signal Plan December 16, 2025
Dustin Christensen, P.E.

Principal Engineer
City of Beaumont
Public Works Department
550 E. 6th Street
Beaumont, CA 92223
[email protected]
Subject: Task Proposal, Scope and Fee for Pennsylvania Avenue and 2nd Street Traffic Signal Plan Dear Mr. Christensen,
STC is pleased to provide the City of Beaumont with the following task proposal to prepare Plans, Specifications, and Estimates (PS&E) for a new traffic signal at Pennsylvania Avenue and 2nd Street.

Pennsylvania Ave and 2nd Street is a "T" intersection with the east leg of 2nd Street recently constructed in November 2025 and forming the leg of the "T" to serve development. The intersection is currently one- way stop controlled on 2nd Street and STC is performing a warrant analysis for the new traffic signal which will be completed in January 2026. The new traffic signal will provide safe and efficient access through the intersection for pedestrians and motorists. The City provided a scope request for design services which is attached to this proposal. The following proposal summarizes our scope of work, deliverables, schedule, and fee.

Task 1. Project Management, Meetings, and Utility Coordination STC's Project Manager, Myles Baidy, PE, TE will coordinate the day-to-day activities for the duration of the project and serve as the primary point of contact for the City. Following Notice to Proceed, Mr. Baidy will schedule a project kick-off meeting with City staff to discuss the project objectives, schedule, and scope.

Mr. Baidy will maintain regular communication with the City's project manager throughout the course of the project. Any issues encountered will be communicated to the City's project manager in a timely manner with details on potential impacts and plan of action to resolve.

Task 1 Deliverables:
• Meeting Agenda and Minutes.
• Project Schedule and Updates.

Task 2. Field Survey, Field Reviews, Utility Coordination, and Base Map Preparation STC will engage Calvada Surveying, Inc for horizontal and vertical topographic surveys (proposal attached).

The survey will identify:
• Right -of -Way, monuments, centerline, benchmark, and control points. • Surface utility structures including SCE overhead electrical wires that may conflict with proposed traffic signal and/ safety light mast arms.

STC Traffic, Inc. I 5973 AvenidRalieas�git(Sf2i f6rlsbad, CA 92008 I www.STCTraffic.com

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Proposal — Pennsylvania Avenue and 2nd Street Traffic Signal Plan • Contours and spot elevations at appropriate intervals and shots at locations including street features and notable conditions (EP, SW, gutter, signing and striping, joints, PCR, etc.).

STC will also engage Capuzzi Consulting to prepare the utility base map and design for civil improvements (proposal attached). Capuzzi will coordinate with the local utility companies to obtain utility base maps and record drawings. STC will request the City's current utility contact list and any available record drawings from the City for inclusion in the base mapping effort. The utility data and as-builts will be compared with field survey results and the information incorporated into the project base drawings. STC will share any utility as-builts received with the City.

The team will conduct a detailed field review with the base plans and as -built information to verify the location of existing utilities to the greatest extent possible. Field notes and photographs will be collected to document any discrepancies between record drawings and existing field conditions. This information will be reconciled with the topographic base map to ensure the development of a comprehensive and accurate foundation for the improvement plans.

Task 2 Deliverables:
• Survey CAD files in AutoCAD and PDF Format including surface files. • Field review photos and notes.
• Utility as-builts.
• Base map.

Task 3. Preliminary Engineering (30% Design)
STC is preparing the traffic signal warrant analysis for the traffic signal and will use the data gathered to inform the traffic signal design including signal phasing and timing. STC will also review traffic analysis reports that include Pennsylvania Ave/ 2nd Street to account for future traffic growth.

The STC team will develop a Basis of Design (BOD) document that will evaluate the optimal location of the traffic signal equipment, left turn storage lengths, signal phasing, existing deficiencies including underground and above ground utility conflicts, right-of-way constraints, and ADA compliance issues. The BOD will show new striping, pedestrian ramp and crosswalk locations, street lighting, signal equipment types and locations of controllers and cabinets, power, and detection systems.

Included in the BOD will be 30% Preliminary Plans showing options for traffic signal pole placement locations and roadway striping reconfiguration. Both the preliminary plan and BOD memo will show and discuss any existing deficiencies, utility conflicts, right-of-way constraints, ADA compliance issues, traffic signal phasing, sidewalk and pavement repair, and other proposed civil improvements with anticipated costs. The result of the BOD will be an accepted preferred design for the traffic signal and associated civil improvements.

The team will work with the City to coordinate with utility companies following the first plan submittal to begin utility conflict checks. The team will identify the location of utilities found to conflict with proposed improvements and modify the proposed improvements to not affect existing utilities.

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Proposal — Pennsylvania Avenue and 2nd Street Traffic Signal Plan Task 3 Deliverables:
• Basis of design tech memo.
• Traffic analysis.
• Preliminary engineering drawings.
• 30% cost estimates.

Task 4. Engineering Design (60%, 95%, and Final PS&E)
The STC Team will develop detailed design plans for the improvements identified and approved by the City in Task 3. The design plans will be developed using AutoCAD following City of Beaumont and other applicable design standards.

The design plan set will include a title sheet, general notes sheet, and detail sheets as necessary to accomplish each element of the design. Plans will be submitted at the 60%, 95% and 100%/ final level of completeness for City review. The scope of work assumes one round of comment review for each submittal. The following list summarizes the plans that will be included in the design set:
• Demolition plan.
• Civil improvement plans and intersection detail sheet (including ADA curb ramps, sidewalk improvements, pavement repair, and curb modifications). • Erosion control plan and detail sheet.
• Signing and striping plans.
• Traffic Signal Plans (including street light modification and traffic signal interconnect).

The team will provide an itemized engineer's estimate of probable cost at 60%, 95% and final levels of design for all proposed improvements carried through to the final design stage of the project. Cost estimate details (items and descriptions) will be consistent with bid items and specification sections. The team will prepare project specifications at the 95% and final design submittals utilizing the City's current boilerplate bid package, special provisions, Caltrans specifications, City standards, and the latest edition of the Greenbook for Public Works Construction. The bid package will be prepared via Microsoft Word and remain in the City's boilerplate font and format.

STC will also provide traffic signal timing plans submitted at the 95% and final design submittals. These will be prepared in the controller programming format. These will be developed based on the traffic analysis, traffic signal and project designs, and comply with CAMUTCD standards for clearance times and standard of practice for other timing settings.

STC is also providing an optional task for potholing for the large traffic signal poles (three for this intersection). STC will attend the potholing exploration to locate the potholes and observe the conditions.

The SCE power pole and overhead wires on the west side of the intersection may conflict. There may also be underground communication lines and other utilities that present conflicts. The team will coordinate with the utility company for utility relocation if any are determined to conflict with the new traffic signals.

The team will work with the City to prepare final utility notices and submit approved plans to the utility companies within the project limits.

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Proposal — Pennsylvania Avenue and 2nd Street Traffic Signal Plan Task 4. Deliverables :
• 60%, 95%, and final design plans in PDF format.
• 60%, 95% and final cost estimates in MS Excel/PDF format. • 95% and final technical specifications in MS Word/PDF format. • 95% and final traffic signal timing plans in controller program format. . • Pothole map and three large mast arm poles potholed and pothole report (60% design). • Utility conflict matrix, maps, and notifications (60% design).

Task 5. Bid and Construction Support
STC will provide support during advertising including response to Requests for Information (RFI), prepare addenda, and answer questions from City staff and/or the bidders. STC will provide construction support including: pre -con meeting attendance, RFI and submittal review and prepare design changes. At the completion of construction, STC will receive the contractor's as -built markups and incorporate into a record drawing set. The record drawing set will be approved and sealed by the engineer of record.

Fee and Schedule
STC's cost proposal by teaming partner for the tasks listed is provided below. There is no mark-up for subs.

Our total, not -to -exceed fee estimate is $101,925 with potholing and $81, 925 without potholing and is based on our teaming partner costs and recent experience performing similar projects. The final schedule of submittals will be developed based on discussions with the City.

Team
Description
Fee
Calvada Surveying
Survey Engineering
$6,950
Capuzzi Consulting
Civil Engineering
$29,975
STC Traffic
Traffic Engineering and Project Management
$45,000
Pothole Consultant
Optional (to be determined)
$20,000
Total Fee (no potholing)
$81,925
Total Fee (potholing included)
$101,925
We look forward to supporting the City of Beaumont with this important project. If you have any questions regarding our proposal, please contact me at [email protected] or 714-315-4640.

Sincerely,
Jason Stack, TE, PTOE
President/ Principal -in -Charge
Attachments

SCOPE: New Traffic Signal Design — Pennsylvania Avenue and 2nd Street This is a brand new 'T" intersection that just opened in November 2025. Currently there is just a stop sign on 2"d Street.

Scope is for a detailed design for new 3 -way traffic signal at the intersection of Penn Avenue and 2nd Street to improve traffic circulation, congestion, and pedestrian safety.

Scope should include the following:
• Design of new traffic signal poles, mast arms, signal lights, street lights, and an all associated equipment.
• Survey of intersection and identification of all existing utilities. • Design of new traffic signal controller, including programing and timing study • Design of new pedestrian crossing equipment.
• Design of new battery back-up for service panel and signal controller • Coordination with Edison for Service Plan to provide power for new service panel. SCE coordination will also include any power poles or overhead lines that need to be relocated to accommodate the new traffic signals.
• Utility coordination/relocation for communication lines and underground utilities affected by the work.
• Civil design for any required sidewalk and pavement repair, and ADA curb ramps. • Striping and signage plans for crosswalks, lane re -striping. • Complete Bid Documents including design plans and specifications. • Bid Assistance
• Construction Support (Submittal & RFI review)
City Standard Signal Light Equipment:

1. Controllers - 2070LX ATC controller with OMNI software

2. Controller Cabinets - 352i ATC cabinets

3. Conflict Monitor Unit (CMU) — 210EVlip and CMUip-2212

4. Pedestrian Detection —Accessible Pedestrian Signal (APS) System, Polara iDS/iNS system

5. Batter Back-up System (BBS) - Ethernet compatible in a separate external cabinet

6. Emergency Vehicle Preemption (EVP) System - Opticom 762, ethernet compatible

7. GPS Time Sources-Swarco McCain Stand-alone unit

8. Cellular Radios — Microhard Bullet IPn4Gb — 4G LTE Cellular Ethernet & Serial Gateway

9. Ethernet Switches — DYMEC Model KY -3170 XM

PE
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AVENUE
II
11 i
300'

PROPOSAL FOR PRO FESIONAL

SURV WING S EIVIC

TOPOGRAPHIC SURV BI
Pennsylvania/ 2nd Street Traffic Signal Design
Pennsylvania/ 2nd Street, Beaumont, CA 92223
July 3, 2025 (P252503)

PREPARED BY
Saul Melgarejo, PLS

CAL VADA
SURVEYING, INC.

Quality • Experience • Trust

PREPARED FOR
Jason Stack
STC Traffic, Inc.
5973 Avenida Encinas, Suite 218
Carlsbad, CA, 92008
Cell: 714-315-4640
[email protected]

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DVBE • MBE • SBE • CERTIFIED

PROFESSIONAL LAND SURVEYING
76 8.
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INTRODUCTION
Dear Mr. Jason Stack,
CAL VADA Surveying, Inc. (CAL VADA) is a certified DVBE, MBE & SBE company established in 1989 with extensive experience providing land surveying services for projects ranging from small retail and office properties to large commercial developments. Our service philosophy is to provide our clients the most efficient and highest quality service, never sacrificing quality for timeliness. We are fully committed to making your project a success.

Should you have any questions on the attached proposal or need additional information, please contact me at (951) 280-9960. If this proposal is acceptable, please indicate by signing the terms at the end and return a copy to my attention by email or fax at (951) 280-9746 and we will begin work immediately. Our goal is to establish a great working relationship with you for this project, so that you have a surveying firm that you can count on in the future.

Thank you again for your consideration and we would welcome the opportunity to work with you on this project!

I SCOPE OF SERVICES
Topographic Survey
An A.D.A. design level Topographic Survey (conventional field survey) will be provided for the area as outlined in the aerial picture shown on Exhibit "A" (the Site). The boundary component of the survey will include a field boundary verification denoting current property lines and easements of record as shown on current county recorded maps. A current title report is to be provided by the client if easements on private properties are to be shown or if there are any discrepancies with the ROW lines. The items to be included are as follows:

Survey Control

1. The vertical control will be based on the North American Vertical Datum of 1988 (NAVD 88).

A local municipal benchmark will be used, if available. Confirmation of the vertical datum will be required before field mobilization.

2. The horizontal control will be based on the California State Plane Coordinate System of 1983 (NAD 83). Confirmation of the horizontal datum/EPOCH will be required before field mobilization.

Survey Features

3. Survey observations will be taken on a 10'x10' grid within the ADA parking stalls, accessible routes and sidewalks. Areas where the survey extends past the A.D.A. areas may be on a 25'x25' grid to create 1 -foot contour intervals. In addition, we will survey spot elevations at back of walk/sidewalks, top of curbs, flow lines, gutter edges, road access street crowns, high/low points, grade breaks, finish floors, driveway aprons and handicap ramps and concrete expansion joints.

4. Location of signing and striping within the Site.

Armando D. DuPont, Professional Land Surveyor 7780
SURVEYING, INC.
411 Jenks Circle, Suite 205 i rrcna, Cv r,=878
www.calvada.com I [email protected]
951.280.9960 (P) 1951.280.9746 (F)
DVBE • MBE • SBE • CERTIFIED

PROFESSIONAL LAND SURVEYING

Utilities

5. Location, elevation, size, and type of visible above ground utilities within the Site.

6. Flow line invert elevations and sizes of drain inlets, sanitary sewer and storm drain manholes within the Site, unless bolted down.

7. Existing utility lines identified by painted striping from USA markings will be surveyed. The research and plotting of record subsurface utilities and hiring a utility locating subcontractor are not included in this proposal.

EXHIBIT "A"

Armando D. DuPont, Professional Land Surveyor 7780
and-e!ueniAsuuad
—and-e!ueniAsuuad
any e!uenII(suuad
any-e!uenIAsuuad•
SURVEYING, INC.
411 Jenks Circle, Suite 205 i rrcna, Cv r, =Y78
www.calvada.com I [email protected]
951.280.9960 (P) 1951.280.9746 (F)
DVBE • MBE • SBE • CERTIFIED

PROFESSIONAL LAND SURVEYING

II DELIVERABLES

1. AutoCAD (Civil 3D) drawing, version 2024 or lower, including 3D surface file(s).

2. Signed and stamped PDF file.

III FEE
Pricing includes all labor (both field and office), materials, equipment, research & deliverables.

Task
Amount
Topographic Survey
$6,950.00
The above -mentioned total fee is based on prevailing wage rates. If the prime consultant requires CAL VADA to work overtime on this project to meet a required deadline, CAL VADA will bill the prime consultant any overtime or double time that our field crews incur based on prevailing wage rates calculated for each individual field crew. This will represent an additional charge beyond the fixed fee pricing above. CAL VADA will obtain permission from the prime consultant before working any overtime in the field.

Armando D. DuPont, Professional Land Surveyor 7780
SURVEYING, INC.
411 Jenks Circle, Suite 205 i rrcna, Cv G=178
www.calvada.com I [email protected]
951.280.9960 (P) 1951.280.9746 (F)
DVBE • MBE • SBE • CERTIFIED

PROFESSIONAL LAND SURVEYING

IV SCHEDULE
We will be available to mobilize to the field 72 hours after submitting the Division of Apprenticeship Standards (DAS) forms. The delivery of the Topographic Survey will be 12-15 business days after the final survey day, following receipt of written notice to proceed/PO and receipt of a current title report; subject to weather or other factors beyond our control. Prior to opening the project and scheduling the field work, CAL VADA needs to be provided the following three items: (i) fully executed contract, (ii) client's 10 -digit DIR Registration Number, (iii) 11 -digit Project DIR Number.

V ADDITIONAL SERVICES AND ASSUMPTIONS
Should changes to the Scope of Services or any additional services be required after commencement of the project work, an Agreement for changes in pricing, if any, will be reached for the additional services. The project assumptions are as follows:

1. A current title report of the subject property will be provided by the client, if applicable.

2. Hiring a subsurface utility locating company is excluded from this quote.

3. The site will be accessible and clear of obstructions at the requested time of survey. If coordination of site access is required prior to the survey being performed, the client will provide the necessary information. The survey will take place during normal business hours.

4. Lot Tie Agreement and Lot Line Adjustment efforts are excluded from this quote.

5. Legal description(s) and exhibit(s) for dedications/easements are excluded from this quote.

6. The above -mentioned fee is based upon prevailing wage rates.

7. Sufficient survey monumentation will exist at the controlling major intersections and key locations of the underlying record maps. In the event that monumentation is incomplete or deficient, an additional expanded scope may be required. If this should occur, we will discuss our findings in detail with the client and a fee adjustment to this agreement will be required.

8. A Record of Survey is not included in the Scope of Services. We are required to file a Record of Survey if, in performing the boundary survey, material discrepancies are found between measured field data versus historical documents and maps or if any of the boundary lines being established are not shown on any previously recorded Subdivision Map, Official Map, or Record of Survey. A copy of the relevant sections of the Professional Land Surveyors' Act detailing these requirements will be provided at the client's request. The preparation and filing of a Record of Survey shall be billed and paid for as "Additional Services".

Armando D. DuPont, Professional Land Surveyor 7780
SURVEYING, INC.
411 Jenks Circle, Suite 205 Ccrone, C. fi7f'78
www.calvada.com I [email protected]
951.280.9960 (P) l 951.280.9746 (F)
DVBE • MBE • SBE • CERTIFIED

PROFESSIONAL LAND SURVEYING

VI TERMS AND CONDITIONS
It is understood and agreed between the parties that the total fee as described herein is for the scope of services as set forth herein. If unforeseen field conditions exist, assumptions of this proposal are not met or additional services are requested by STC Traffic, Inc. (Client), the scope of the additional services and a lump sum fee will be determined and a change order will be prepared and sent to Client describing the scope and fees of the additional services requested.

Work on the additional services will not commence until written authorization to proceed is received via standard mail, facsimile or e-mail.

The Client agrees to pay Cal Vada Surveying, Inc. (Consultant) compensation for services performed on a fixed fee basis, except as noted. The fees quoted herein will be used a guide in determining the percentage of work completed by the Consultant, where applicable. Progress billings will be made towards the end of each month for services performed during that period. All bills are due and payable within thirty (30) days of receipt of invoice.

Payment of invoice is not subject to nor can payment be withheld based upon the closing date of the sale or transaction of the land surveyed. If Client fails to pay Consultant within thirty (30) days after invoices are rendered, Consultant shall have the right, at its sole discretion, to consider such default of payment a material breach of this entire agreement and, upon written notice, Consultant's duties, obligations and responsibilities under this agreement may be suspended or terminated. In such event, Client shall promptly pay Consultant for all outstanding fees and charges due at the time of suspension or termination. If Consultant elects to suspend or terminate services pursuant to this provision, Consultant is entitled to reasonable suspension or termination costs or expenses.

Client may terminate this agreement at any time, understanding that billing may have been incurred and it will be invoiced hourly per our current schedule of rates, enclosed.

Client agrees that all billings from Consultant to Client are correct and binding on Client unless Client, within ten (10) days from the date of receipt of such billing, notifies Consultant in writing of alleged inaccuracies, discrepancies, or errors in billing.

Client agrees to pay a monthly late payment charge, which will be the lesser of one and one-half percent (1.5%) per month or a monthly charge not to exceed the maximum legal rate, which will be applied to any unpaid balance commencing thirty (30) days after date of the billing.

In the event of any litigation arising from or related to the services provided or Consultant institutes litigation to enforce non-payment under this agreement, the prevailing party will be entitled to recovery of all reasonable costs incurred, including staff time, court costs, attorneys' fees, experts' fees and other related expenses.

The scope of services noted in this proposal shall not be superseded by subsequent documents.

The forgoing proposal is valid for one (1) month from the date of this letter. We reserve the right to review costs at the end of one month and negotiate possible fee changes. Agreement is governed by the laws of the State of California.

Armando D. DuPont, Professional Land Surveyor 7780
SURVEYING, INC.
411 Jenks Circle, Suite 205 Ccrone, C. 9-,.878
www.calvada.com I [email protected]
951.280.9960 (P) l 951.280.9746 (F)
DVBE • MBE • SBE • CERTIFIED

PROFESSIONAL LAND SURVEYING

VII ACCEPTANCE
To start the process, you are required to sign in the provided space and/or provide a purchase order number. Once signed, this proposal will be set into motion by Calvada Surveying, Inc. It is advised to discuss with the appointed representative before this proposal is signed and made official.

Calvada Surveying, Inc:

Representative: Saul Melgarejo Jr., PLS, Project Manager ([email protected]) Signature:

J-1/4(
STC Traffic, Inc.:

Representative: Jason Stack
Date: December 16, 2025
Signature: Date:

Armando D. DuPont, Professional Land Surveyor 7780
SURVEYING, INC.
411 Jenks Circle, Suite 205 Ccrone, C. 9`878
www.calvada.com I [email protected]
951.280.9960 (P) l 951.280.9746 (F)
DVBE • MBE • SBE • CERTIFIED

PROFESSIONAL LAND SURVEYING

CAPUZZI

CONSULTING GROUP
December 15, 2005
Jason Stack, T.E., PTOE
STC Traffic
5973 Avenida Encinas, Suite 218
Carlsbad, California
RE: New Traffic Signal Design — Beaumont, CA
Dear Jason,
Capuzzi Consulting Group, Inc. ("Capuzzi Consulting") is pleased to submit this proposal to the STC Traffic to perform professional civil engineering design services for the new traffic signal proposed at the intersection of Pennsylvania Avenue and 2nd Street in Beaumont, CA (the "Project"). The following proposal identifies our project understanding, proposed scope of work, and cost proposal.

Project Understanding
Capuzzi Consulting understands that the main goal of the Project is to construct a new traffic signal at the intersection of Pennsylvania Avenue and 2nd Street to improve traffic circulation, congestion, and pedestrian safety. Capuzzi Consulting will be a subconsultant to STC Traffic for this project. Our scope will include utility coordination and civil engineering design for the sidewalks and curb ramps.

Scope of Services
Based on the above project understanding, the following describes our proposed scope of services for the Project.

TASK 1 - PROJECT MANAGEMENT, MEETINGS AND SITE VISITS
Capuzzi Consulting will perform project management related services for the duration of this contract. This scope assumes a contract duration of four (4) months. Project management includes contract administration, invoicing, progress reporting, and correspondence via email and phone with STC Traffic staff.

Capuzzi Consulting will attend up to four (4) virtual meetings. It is assumed that these meetings will be 30 minutes in duration and include two (2) Capuzzi Consulting staff.

TASK 2 UTILITY COORDINATION
Capuzzi Consulting will obtain as -built drawings from the City of Beaumont and Beaumont -Cherry Valley Water District; and request utility maps from the franchise

Washington Street Corridor Improvements
Letter Proposal
Page I2
utility companies (SoCalGas, SCE, Verizon, etc.) operating in the vicinity of the project.

These will be utilized to create an existing utility AutoCAD base file.

Upon completion of the Preliminary Engineering Plans, Capuzzi Consulting will prepare a utility conflict matrix to track potential utility conflicts. As part of the 60% design, Capuzzi Consulting will seek to minimize and avoid utility conflicts. The utility conflict matrix is intended to be a living document that will be submitted with each major PS&E milestone.

Capuzzi Consulting will prepare a pothole map for use by the potholing subconsultant.

The Capuzzi Consulting team will determine which utilities are in conflict with the proposed improvements, prepare utility conflict maps, coordinate utility relocation plans with the various utility owners, prepare Notice to Owner.

A total of thirty-two (32) hours has been budgeted for this task. Any additional effort will be considered as Additional Services.
fASK3—Fib&
Capuzzi Consulting will prepare plans for the proposed improvements. The plans will be at 1" = 20' scale and are anticipated to consist of the following plan sheets:
• Demolition Plan (1 sheet)
• Improvement Plan and Intersection Detail Sheet (1 sheet) • Erosion Control Plan and Detail Sheet (1 sheets)
Capuzzi Consulting will prepare an engineer's opinion of probable construction costs for items within our scope of work and submit with the 95% and final submittals.

Capuzzi Consulting will prepare technical specifications using "Greenbook" format. The technical specifications will be for items within our scope of work and will be submitted with the 95% and final submittals.

Capuzzi Consulting will prepare one (1) Checklist for Identifying Projects Requiring a Project -Specific WQMP. This scope assumes that the Project will not require a Project - Specific WQMP. It is anticipated that the Project will require incorporation of Site Design and Source Control BMPs. These will be incorporated into the specifications and/or as notes on the plans.

Capuzzi Consulting
■
PaaA 270 of 1376
(610) 405 - 3929

Washington Street Corridor Improvements Page 13
Letter Proposal
IP1%7fX -r - it3id and Construction Period Services
Capuzzi Consulting will provide design support during the bid phase. Support services will include responding to Bidder's RFIs, preparing revised PS&E documents for Addenda, and the development of conformed plans and specifications.

Capuzzi Consulting will provide design support during construction. We will respond to Contractor RFIs, review submittals, and prepare Construction Changes.

Capuzzi Consulting will develop as -built drawings based on plan markups provided by the City and Contractor. The Capuzzi Consulting team will as -built drawings once revisions are incorporated. A Total of twelve (12) hours have been budgeted for this task. Additional effort will be considered as additional services.

Additional Services
Any services not specifically provided for in the above scope will be billed as additional services performed at Capuzzi Consulting's then current hourly rates. Additional services that can be provided include, but are not limited to, the following:
• Meetings beyond those specified in the above Scope of Services • Traffic Operations Analysis
• Landscaping, Irrigation, and Urban Design
• Electrical Design
• Survey and Mapping
• Geotechnical Engineering
• Right of Way Support Services
• Community Outreach
• CEQA Services
• Any plan sheets not listed in the above Scope of Services • Key Map Plan Sheets
• SWPPP or equivalent
• Traffic Control Plans
• Coordination for New Electrical Services
Schedule
We will provide our services as expeditiously as practicable within a mutually agreed upon schedule.

Capuzzi Consulting
■
Paae 271 of 1376
(610) 405 - 3929

Washington Street Corridor Improvements Page 14
Letter Proposal
Fee Estimate
Capuzzi Consulting will perform the outlined tasks in the scope of services above on a time and materials basis not to exceed $29,975.

Our team is eager and ready to support the STC Traffic for this important Project.

Please contact me if you have any questions.

Very truly yours,
CAPUZZI CONSULTING GROUP, INC.

Matthew Capuzzi, P.E.

CEO
Capuzzi Consulting
Paae 272 of 1376
(610) 405 - 3929

BEAUMONTA -C A L I F O R N I -
Staff Report
TO: Honorable Mayor and Members of the City Council
FROM: Robert L. Vestal, City Engineer I Public Works Director BY: Leslie Pelayo, Management Analyst- Transit
DATE: January 20, 2026
SUBJECT: Notice of Completion for Shop Building Maintenance Project — Shade Structure Installation (CIP T-04)
Description: Notice of Completion (NOC) for the shop building maintenance project (CIP T-04) for the installation of a shade structure at the City's vehicle maintenance facility.

Background and Analysis:

The Shop Building Maintenance Project (CIP T-04) is a multi -year capital improvement project intended to support improvements at the City's vehicle maintenance facility.

Over multiple fiscal years, the project has included various equipment purchases to improve safety, functionality, and maintenance operations within the vehicle maintenance facility.

On February 4, 2025, City Council approved a Capital Improvement Program amendment to Project T-04 to add $36,559 for the procurement and installation of a shade structure. As the project is funded with State Transit Assistance (STA) funds, a Short -Range Transit Plan amendment was required and approved by the Riverside County Transportation Commission on April 3, 2025.

Project Summary
The Notice of Completion addressed in this staff report applies only to the procurement and installation of a permanent shade structure. Capital purchases from previous years were solely tools and equipment purchases that did not require construction or installation.

In May 2025, the City solicited a quote for the shade structure using the Alternative Procedure for Public Works Projects in accordance with City Ordinance No. 1160.

Playground Boss submitted a quote dated May 20, 2025, in the amount of $33,153, which included both materials and installation. As the contract amount was below the

City Council approval threshold, the Public Works Agreement (Contract No. C25-74) was executed under the City Manager's signing authority.

Following execution of the Public Works Agreement, the contractor indicated that installation could not be provided within the quoted amount and proposed an installation cost that exceeded the approved project budget. The City therefore limited the authorized scope of work to materials only for a total of $19,198. No installation work was performed under this agreement.

In September 2025, the City solicited a quote for installation using the Alternative Procedure for Public Works Projects in accordance with City Ordinance No. 1160. Great Western Installations, Inc. (Contractor) submitted a quote dated September 29, 2025, in the amount of $21,753. As the contract amount was below the City Council approval threshold, the Public Works Agreement (Contract No. C25-145) was executed under the City Manager's signing authority.

The total cost associated with the shade structure permits, procurement and installation is $41,571. This amount represents the full scope of work subject to this Notice of Completion and includes materials, installation costs paid to date, and the remaining retention payment.

The Contractor has completed the Project's scope of work satisfactorily per the plans and specifications, and a Notice of Completion (NOC) has been provided as Attachment A. The retention payment will be paid 35 days after filing the Notice of Completion with the County of Riverside.

Fiscal Impact:

The total amount expended for the project is $78,129.24, which includes the final retention. Of this amount, $41,571 is associated with the shade structure procurement and installation, and subject to this Notice of Completion.

The cost to prepare this staff report is estimated to be $250.

Please refer to the following project accounting summary table:

CIP T-04 Shop Building Maintenance Project Funding Summary Estimated Total Project Budget= $86,559
Current Project Budget= $86,559
Grant- STA,
$86,559, 100%
CIP T-04 Shop Building Maintenance Project Budget Summary Project
Com•onent
Est. Total Current
Bud • et Bud • et
Paid to Date Remaining
Bud • et
Project Management I
Preliminary Services
Environmental
Design
Permits $620 $620 F ilMf $0
Right -of -Way
Construction
$48,939 $48,939 $(40,951) $7,988
Construction Management
•
Equipme
Total
$86,559
$86,559
$(78,129)
$8,430
Recommended Action:

Authorize the Mayor to execute the Notice of Completion for CIP T-04 Shop Building Maintenance Project.

Attachments:

A. Notice of Completion — CIP T-04 Shop Building Maintenance Project

When Recorded Return
Original To:

City of Beaumont
550 East 6th Street
Beaumont, CA 92223

NO RECORDING FEE REQUIRED
PER GOVERNMENT CODE SECTION 27383

NOTICE OF COMPLETION
NOTICE is hereby given that the CITY OF BEAUMONT, 550 East 6th Street, Beaumont, California, 92223, a municipal corporation, is owner in fee of an easement in the property hereinafter described. Said owner caused a work of improvement on the property hereinafter described and was COMPLETED on or before December 8, 2025, by Great Western Installations Inc., contractor.

The property on which said work of improvement was completed in the City of Beaumont, County of Riverside, and State of California, occurring on California Ave, in the City of Beaumont.

Shop Building Maintenance — Shade Structure Installation (CIP T-04).

Date
Jessica Voigt,
Mayor of the City of Beaumont, CA
VERIFICATION:

I the undersigned am the Mayor of the City of Beaumont, the declarant of the foregoing Notice of Completion. I have read the said Notice of Completion and know the contents thereof: The same is true of my knowledge. I declare under penalty of perjury that the foregoing is true and correct.

Date
Jessica Voigt,
Mayor of the City of Beaumont, CA
A Notary Public or other officer completing this certificate verifies only the identity of the individual who signed the document, to which this certificate is attached, and not the truthfulness, accuracy, or validity of that document.

STATE OF CALIFORNIA

COUNTY OF RIVERSIDE
On before me, Notary Public, personally appeared
Jessica Voigt, Mayor of the city of Beaumont, California, who proved to me on the basis of satisfactory evidence to be the person whose name is subscribed to the within instrument and acknowledged to me that he executed the same in his authorized capacity, and that by his signature on the instrument the person, or the entity upon behalf of which the person acted, executed the instrument.

I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct.

WITNESS my hand and official seal.

BY:
(SEAL) NOTARY

BEAUMONT
-C. AI I O R N A
Staff Report
TO: Honorable Mayor and Members of the City Council
FROM: Robert Vestal, City Engineer I Public Works Director BY: Hugo Escobedo, Senior Engineer
DATE: January 20, 2026
SUBJECT: Storm Water Management Facilities Covenant and Agreement for Plot Plan PP2023-0618 (AA Fence Warehouse)
Description: Storm Water Management WQMP/BMP Facilities Covenant and Agreement for Plot Plan PP2023-0618, AA Fence Warehouse.

Background and Analysis:

On October 25, 2002, the City of Beaumont joined the County of Riverside and other local agencies as Co-Permittees to the municipal separate storm sewer system ("MS4") National Pollutant Discharge Elimination System (NPDES) permit for the Santa Ana River Watershed as described in the California Regional Water Quality Control Board Santa Ana Region Order No. R8-2002-0011, NPDES No. CAS 618033, and subsequent permits. The order regulates the discharge of Urban Runoff from MS4's within Riverside County under the jurisdiction and maintenance responsibility of the Co-Permittees.

Subsequent to the order, the City of Beaumont is responsible for implementing Water Quality Management Plan (WQMP) requirements for new and significant redevelopment projects through review and approval. Each site -specific WQMP addresses post - construction impacts associated with urban runoff by identifying pollutants of concern, implementing site design best management practices (BMPs), implementing source control BMPs, and designing and implementing treatment control BMPs. All projects that are subject to the WQMP requirements are conditioned at entitlement to have an approved WQMP prior to grading permit.

The City of Beaumont is also responsible for ensuring that the landowner maintains the BMPs throughout the project's life. All projects that are subject to the WQMP requirements are conditioned at entitlement to record a Storm Water Management Facilities Covenant and Agreement for Plot Plan PP2023-0618 (AA Fence Warehouse) (Covenant) prior to grading permit. Through the Covenant, the owner recognizes the importance of maintaining the BMPs and accepts the financial and maintenance

responsibility. Additionally, the Covenant grants the City of Beaumont the right to inspect, test, and correct any deficient BMPs.

The Project Applicant has submitted a WQMP that has been reviewed and approved by City staff and is requesting the City Council approve the following Covenant:

Project
Owner(s) PW Number
AA Fence Warehouse
Larry Aguilera and Veronica E.

Aguilera Revocable Trust dated
November 12, 2021
Fiscal Impact:

The cost to prepare this staff report is estimated to be $350.

PW2025-0168
The City is not liable for maintenance of any of the BMP's associated with the listed project.

Recommended Action:

Authorize the City Manager to Approve the Storm Water Management WQMP/BMP Facilities Covenant and Agreement for Plot Plan PP2023-0618, AA Fence Warehouse.

Attachments:

A. PW2025-0168 WQMP Covenant and Agreement Package - AA Fence

Recording requested by and mail to:

City Clerk
City of Beaumont
550 E. Sixth Street
Beaumont, CA 92223

SPACE ABOVE THIS LINE FOR RECORDER'S USE
EXEMPT FROM RECORDER'S FEES PURSUANT TO GOVERNMENT CODE SECTION 6103 AND 27383 APN: 417-220-009

STORM WATER MANAGEMENT WQMP/BMP FACILITIES
COVENANT AND AGREEMENT NO.

City of Beaumont, Riverside County, California
THIS COVENANT AND AGREEMENT is made and entered into this 2 of 20 2 , by and between LARRY AGUILERA and VERONICA E. AGUILERA, Trustees of The Larry Aguilera and Veronica E.

Aguilera Revocable Trust dated November 12 2021, ("Owner"), and the City of Beaumont, California, ("City").

The Owner hereby certifies I am (we are) the sole owner of certain real property located at 371 RISCO CIRCLE (Site Address) in the City of Beaumont, County of Riverside, State of California, more specifically described in Exhibit "A" and depicted in Exhibit "B" ("Property").

The Owner covenants and agrees to comply with the Project Water Quality Management Plan ("WQMP"), attached hereto as Exhibit "C", providing for storm water quality treatment within the confines of the Property.

The Owner covenants and agrees that the health, safety and welfare of the residents of the City of Beaumont, require that the Best Management Practice ("BMP") facilities, more specifically described in the WQMP ( for example bio- swales, catch basins, roof drains and appurtenances) be constructed and maintained to minimize pollutants in urban runoff by the Owner.

The Owner further covenants and agrees as follows:

1. The on -site storm water management/BMP facilities mentioned above shall be constructed by the Owner at its sole cost and expense, in accordance with the plans and specifications identified in the WQMP approved by City.

2. The Owner shall adequately maintain the storm water management/BMP facilities in a manner assuring peak performance at all times, including source control BMPs at all times as its sole responsibility, at its sole cost and expense. This includes all pipes and channels built to convey storm water on the Property, including catch basin inserts, underground detention ponds, swales and vegetation provided to control the quantity and quality of the 1

storm water. Adequate maintenance is herein defined as good working condition so that these facilities are performing in accordance with their design functions continuously at all times.

3. The Owner shall annually inspect the storm water management/BMP facilities mentioned above and submit an inspection report annually to the Public Works Department by the anniversary of the date of this Agreement of each year. The purpose of the inspection is to assure safe and proper functioning of the facilities. The inspection shall cover the storm water management BMPs listed in the WQMP such as bioswales, catch basins and related filter units, etc. Deficiencies shall be noted in the inspection report and corrected by Owner promptly.

4. The Owner hereby grants permission to City, its authorized agents and employees, to enter upon the Property and to inspect the storm water management/BMP facilities, take samples and perform testing whenever the City deems necessary and as required by the City's most current National Pollutant Discharge Elimination System (NPDES) Permit. The purpose of the inspection, testing and sampling is to follow up on apparent and reported deficiencies and/or to respond to citizen complaints and meet the requirements of the City's NPDES Permit issued by the State Water Resources Control Board — Santa Ana River Region. The City shall provide the Owner with advanced notice of entering upon the Property, except in the event of an emergency, as determined by the City. The City shall provide the Owner copies of the inspection findings and a directive to commence with the repairs if necessary.

Owner or Owner's successors or assigns shall pay City for all costs incurred by City in the inspection, sampling, testing of the BMPs within thirty (30) calendar days of City invoice.

5. In the event the Owner fails to maintain the storm water management/BMP facilities in good working condition acceptable to the City, upon five (5) days advanced written notice, the City may enter upon the Property and take whatever steps necessary to correct deficiencies identified in any inspection report and to charge the costs of such repairs to the Owner the cost of which shall constitute a lien against the Property. In the event of an emergency, as determined by City, advanced notice as aforesaid, shall not be required. Notwithstanding the forgoing, it is expressly understood and agreed that the City is under no obligation to maintain or repair said facilities, and in no event shall this Agreement be construed to impose any such obligation to the City.

6. The Owner will perform the work necessary to keep these facilities in good working order as appropriate. The maintenance schedule for the storm water management BMP facilities (including sediment removal) is outlined in the approved WQMP and the schedule must be followed at all times. In the future, City of Beaumont may adopt an annual Stormwater Inspection Fee that would be assessed to the Owner.

7. In the event the City, pursuant to this Agreement, performs work of any nature, or expends any funds in performance of said work for labor, use of equipment, supplies, materials and the like, the Owner, its successors and assigns shall reimburse the City upon demand, within thirty (30) days of receipt thereof for all actual costs incurred by the City hereunder.

8. This Agreement imposes no liability of any kind whatsoever on the City. Owner agrees to indemnify, defend (with counsel reasonably approved by the City) and hold harmless the City and its authorized officers, employees, agents and volunteers from any and all claims, actions, losses, damages, and/or liability arising out of this Agreement from any cause whatsoever, including the acts, errors or omissions of any person and for any costs or expenses incurred by the City on account of any claim except where such indemnification is prohibited by law.

This indemnification provision shall apply regardless of the existence or degree of fault of indemnitees. The Owner's indemnification obligation applies to the City's "active" as well as "passive" negligence but does not apply to the City's "sole negligence" or "willful misconduct" within the meaning of Civil Code Section 2

2782, or to any claims, actions, losses, damages, and/or liabilities, to the extent caused by the acts or omissions of any third party contractors undertaking any work (other than field inspections) or other maintenance on the Property on behalf of the City under this Agreement.

9. This Agreement shall be recorded with the County Recorder for the County of Riverside and shall constitute a covenant running with the land, equitable servitude and lien against the Property, and shall be binding on the Owner, its successors, assigns, transferees, administrators, executors, heirs, encumbrancers and any other successors in interests, including any homeowner's association.

10. In addition to any remedy available to City under this Agreement, if Owner violates any term of this Agreement and does not cure the violation within the time already provided in this Agreement, or, if not provided, within thirty (30) calendar days, or within such time authorized by the City if said cure reasonably requires more than the subject time, the City may bring an action at law or in equity in a court of competent jurisdiction to enforce compliance by the Owner with the terms of this Agreement. In such action, the City may recover any damages to which the City may be entitled for the violation, enjoin the violation by temporary or permanent injunction without the necessity of proving actual damages or the inadequacy of otherwise available legal remedies, or obtain other equitable relief, including, but not limited to, the restoration of the Property and/or the BMPs identified in the WQMP to the condition in which it/they existed prior to any such violation or injury.

11. Owner shall provide printed educational materials with any sale of the Property which provide information on what storm water management facilities are present, the types and locations of maintenance signs that are required and how the necessary maintenance can be maintained.

12. Owner shall provide actual notice of this Agreement and its terms to any respective buyers or successor(s) in interest.

13. In order to be valid, amendment or change to this Agreement including the WQMP and BMPs requires an amendment executed by the City and Owner which is recorded with the Riverside County Recorder.

WITNESS the following signatures:

OWNER: L Y AGU ANDS V . RONICA E. AGUILERA REVOCABLE TRUST DAT % NOV. 12 2021 By: I By:

Name: LARRY AGUILA
Title: TRUSTEE
Name: VERONICA E. AGUILERA
Title: TRUSTEE
Organization: Organization:

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. 3

City:

CITY OF BEAUMONT
a Municipal Corporation
Signature:

City Manager
ATTEST:

Signature:

City Clerk
APPROVED AS TO FORM:

Signature:

John Pinkney, City Attorney
APPROVED AS TO CONTENT:

Signature:

Robert Vestal, Director of Engineering/Public Works
4

A notary public or other officer completing this certificate verifies only the identity of the individual who signed the document to which this certificate is attached, and not the truthfulness, accuracy, or validity of that document.

State of California
County of Riverside
4(ARiHA IISETi C15NEROS`Noiory Public
01-1‘\\J• �-- , 261S, before me, , notary public, personally appeared Pk‘Aveirck who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument.

I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct.

WITNESS my hand and official seal.
(Seal)
.
..................�

KARINA LISETTE CISNEROS
Comm. # 2493289
County of RIVERSIDE
Catiforflia - Notary Public
Comm. Expires JUNE 28, 2028
...H 1•H.HN.....••.......NNNH..
.......

A notary public or other officer completing this certificate verifies only the identity of the individual who signed the document to which this certificate is attached, and not the truthfulness, accuracy, or validity of that document.

State of California
County of Riverside
ERINA LISETTE CISNERW Notary Public
On N.,.W -..A , 20 before me, .. , notary public, personally appeared ve(fr(iqf.4 1.‘csuiteivflti proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument.

I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct.

WITNESS my hand and official seal.

Signature:
(Seal)
r

KARINA LISETTE CISNEROS
Comm. # 2493289
County of RIVERSIDE
California - Notary Public
Comm. Expires JUNE 28.

H... N........ � H.. H. N H.H N N..NN

to and not in limitation of any other warranty or remedy required by law or by the Contract Documents. If the Contract Documents and the work includes original construction of individual dwelling units to be sold, Subcontractor warrants that its work will comply in all respects with the standards of construction set forth in Title 7 of the California Civil Code, 895 et seq.

SECTION 18. SPECIAL PROVISIONS. (Including unit pricing, if applicable):

Contractors are required by law to be licensed and regulated by the Contractors State License Board which has Jurisdiction to investigate complaints against contractors if a complaint regarding a patent act or omissions is filed within four years of the date of the alleged violation. A complaint regarding a latent act or omissions pertaining to structural defects must be filed within 10 years of the date of the alleged violations. Any questions concerning a Contractor may be referred to the Registrar, Contractors State License Board, P.O. Box 26000, Sacramento, California, 95826.

Dated: `V'IL,' 7 5 -
CONTRACTOR:

Pence Const-action, Inc.

By:

Rick Pence - I
P.O. Box 7550, Redlands. Ca. 92373 E -12;2-
(Address)
589075
(Contractor's License No)
zK
Dated:

SUBCONTRACTOR:

A -z, 202_
(Address)
(Contractor's License No)
NOTE: This document has important legal consequences. Consultation with an attorney prior to execution of this document is encouraged. Some construction prime contracts may require the use of specialized provisions not included in this form.
6

EXHIBIT "A"

LEGAL DESCRIPTION
PARCEL 9 OF PARCEL MAP 28348, IN THE CITY OF BEAUMONT, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA, AS PER MAP RECORDED IN BOOK 201, PAGES 72 THROUGH 74 INCLUSIVE OF PARCEL MAPS, IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY.

APN: 417-220-009

EXHIBIT "B"

DIAGRAM OF PROPERTY
WEST 4TH STREET
0 co
N
N 8T23'59" W 230.16'
PARCEL 9
PARCEL MAP 28348
P.M.B. 201/72-74
N 8T23'59" W 293.80'
SCALE: 1" = 60'
8

EXHIBIT "C"
WQMP
9

Project Specific Water Quality Management Plan
A Template for Projects located within the Santa Ana Watershed Region of Riverside County Project Title: AA FENCE WAREHOUSE
Development No: Parcel 7 of Parcel Map No. 35611 - City of Beaumont Design Review/Case No: PLAN2022-0854 / PW2023-1088
Contact Information:
❑ Preliminary
® Final
Original Date Prepared: FEBRUARY 12, 2025
Revision Date(s): AUGUST 5, 2025
SEPTEMBER 18, 2025
Prepared for Compliance with
Regional Board Order No. R8-2010-0033
Template revised June 30, 2016
-1-
Prepared for:

MR. Larry Aguilera
320 E. 3rd Street
Beaumont, CA 92223
PH: (951) 538-9424
Prepared by:

Sitetech, Inc.
8061 Church Street
P.O. Box 592
Highland, CA 92346
PREPARER: BERNIE MAYER
PH: (909) 863-3180

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 F
Hydromodification
Section G
Source Control
BMPs
Section B Section C
Optimize Site
Delineate Drainage
Utilization
Management Areas
(DMAs)
Section E
Alternative
Compliance
Section H
Construction Plan
Checklist
-2-
Section D
Implement LID
BMPs
Section I
Operation,
Maintenance, and
Funding

OWNER'S CERTIFICATION
This Project -Specific Water Quality Management Plan (WQMP) has been prepared for MR. Larry Aguilera by SITETECH INC. for the AA FENCE WAREHOUSE project.

This WQMP is intended to comply with the requirements of CITY OF BEAUMONT for ORDINANCE NO. 14.08 and per COUNTY OF RIVERSIDE for ORDINANCE NO. 754.2 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 Section 14.08).
"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

PREPARER'S CERTIFICATION
Owner's Title/Position
"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."
SEPTEMBER 18, 2025
er's Suture Date
BERNHARD K. MAYER PRESIDENT
Preparer's Printed Name
Preparer's Licensure:

O QRoEESS/ON
z
w NO. 36866 m
Exp. 6-30-26 qi
9T CIVIC
OF CAt\
-3-
Preparer's Title/Position

Table of Contents
Section A: Project and Site Information 6
A.1 Maps and Site Plans 7
A.2 Identify Receiving Waters 7
A.3 Additional Permits/Approvals required for the Project: 8 Section B: Optimize Site Utilization (LID Principles) 9 Section C: Delineate Drainage Management Areas (DMAs) 11 Section D: Implement LID BMPs 13
D.1 Infiltration Applicability 13
D.2 Harvest and Use Assessment 14
D.3 Bioretention and Biotreatment Assessment 16
D.4 Feasibility Assessment Summaries 17
D.5 LID BMP Sizing 18
Section E: Alternative Compliance (LID Waiver Program) 19 E.1 Identify Pollutants of Concern 20
E.2 Stormwater Credits 21
E.3 Sizing Criteria 21
E.4 Treatment Control BMP Selection 22
Section F: Hydromodification 23
F.1 Hydrologic Conditions of Concern (HCOC) Analysis 23 F.2 HCOC Mitigation 24
Section G: Source Control BMPs 25
Section H: Construction Plan Checklist 28
Section I: Operation, Maintenance and Funding 29
-4-

List of Tables
Table A.1 Identification of Receiving Waters 7
Table A.2 Other Applicable Permits 8
Table C.1 DMA Classifications 11
Table C.2 Type 'A', Self -Treating Areas 11
Table C.3 Type 'B', Self -Retaining Areas 11
Table C.4 Type 'C', Areas that Drain to Self -Retaining Areas 11 Table C.5 Type 'D', Areas Draining to BMPs 12
Table D.1 Infiltration Feasibility 13
Table D.2 LID Prioritization Summary Matrix 17
Table D.3 DCV Calculations for LID BMPs 18
Table E.1 Potential Pollutants by Land Use Type 20
Table E.2 Water Quality Credits 21
Table E.3 Treatment Control BMP Sizing 21
Table E.4 Treatment Control BMP Selection 22
Table F.1 Hydrologic Conditions of Concern Summary 23
Table G.1 Permanent and Operational Source Control Measures 25 Table H.1 Construction Plan Cross-reference 28
List of Appendices
Appendix 1: Maps and Site Plans 30
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 - 39 -
-5-

Section A: Project and Site Information

PROJECT INFORMATION
Type of Project: Manufacturing
Planning Area: I - Industrial
Community Name: Beaumont
Development Name: AA Fence Warehouse

PROJECT LOCATION
Latitude & Longitude (DMS): 33.68450°, -117.36706°
Project Watershed and Sub -Watershed: Santa Ana River Watershed & San Jacinto River Subwatershed Gross Acres: 1.20
APN(s): 417-220-009
Map Book and Page No.: Thomas Guide, pg. no. 720, grid F3

PROJECT CHARACTERISTICS
Proposed or Potential Land Use(s) Contracting & Building Material Storage, Construction Services Proposed or Potential SIC Code(s) 3446
Area of Project Footprint (SF) 52,272
Disturbed Area (SF) 52,272
Total Area of proposed Impervious Surfaces within the Project Footprint (SF)/or Replacement 41,810 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:

Are there any natural hydrologic features on the project site? Is a Geotechnical Report attached?
If no Geotech. Report, list the NRCS soils type(s) present on the site (A, B, C and/or D) What is the Water Quality Design Storm Depth for the project? El
❑Y
C

0.82 ▪ N
® N
The project proposes to construct of a new building, cement concrete pavement, curbs, gutters and ornamental landscaping. Additional improvements will include striping for parking and a Bio-Retention Basin. A portion of the existing curb & gutter in the public right-of-way will need to be altered due to the proposal of (2) driveway approaches.

This 1.20 -acre development is Parcel 9, shown on Parcel Map No. 28348. The proposed site can be broken down one distinct drainage management area, DMA -1. DMA -1 consists of the full disturbed area of the development and includes the Bio-Retention Basin that will be used to treat the stormwater runoff produced in DMA 1. Stormwater generated from DMA 1 will sheet flow southerly and concentrated via curbs and gutters where stormwater will be directed to flow through the Bio-Retention Basin before it outlets through a parkway drain onto Risco Circle. The underground storage tank is for 100 -Year runoff mitigation only per the drainage study done for this project. There will be 2 sump pumps proposed, one to pump out the treated water from the Bio-Retention Basin underdrain and one to pump out the mitigated runoff from the storage tank. Both pumps will have outlet pipes cored through a concrete "u" channel and will outlet through the parkway drain onto Risco Circle. -6-

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 • Source Control BMPs
• Proposed Structural BMPs • Buildings, Roof Lines, Downspouts • Drainage Path • Impervious Surfaces
• Drainage Infrastructure, Inlets, Overflows • 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.

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 Timoteo Creek,
Reach 3
None
GWR, REC1, REC2,

WARM, WILD
None
San Timoteo Creek,
Reach 2
None
GWR, REC1, REC2,

WARM, WILD
None
San Timoteo Creek,
Reach 1
None
GWR, REC1, REC2,

WARM, WILD
None
San Ana River, Reach 5
None

AGR, GWR, MUN, RARE,
REC!, REC2, WARM,
WILD
None
San Ana River, Reach 4
None
GWR, REC1, REC2,

WARM, WILD
None
San Ana River, Reach 3
None
GWR, REC1, REC2,

WARM, WILD
None
Prado Dam
pH
RARE, REC1, REC2,

WARM, WILD
None
Santa Ana River, Reach 2
Indicator Bacteria

AGR, GWR, RARE,
REC1, REC2, WARM,
WILD

21.5±
Miles
Santa Ana River, Reach 1
None
BIOL, REC1, WARM,
REC2, WILD
None
Pacific Ocean
None
None
None
-7-

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
►1 N
State Water Resources Control Board, Clean Water Act (CWA) Section 401 Water Quality Cert. ❑ Y
/1 N
US Army Corps of Engineers, CWA Section 404 Permit
❑ Y
r N
US Fish and Wildlife, Endangered Species Act Section 7 Biological Opinion ❑ Y
r N
Statewide Construction General Permit Coverage
❑ N
1/ Y
Statewide Industrial General Permit Coverage (Dependent on Tenant) ❑ Y
a N
Western Riverside MSHCP Consistency Approval (e.g., JPR, DBESP) ❑ Y
a N
Other (please list in the space below as required)
City of Beaumont Grading Permit
❑ N
Y
Other (please list in the space below as required)
City of Beaumont Building Permit
❑ N
Y
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. -8-

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? The existing drainage patterns will be partially preserved. Existing stormwater runoff generally flows from the northeast to the southwest corner at average grades of 1% to 3%. The proposed drainage will continue to flow from the north to south, but the existing low point will be relocated to the southeast corner after grading is complete. Runoff will discharge onto Risco Circle through a parkway drain.

Did you identify and protect existing vegetation? If so, how? If not, why? No. The lot is currently vacant with overgrown natural vegetation, this will be replaced with 80% impervious area and 20% proposed landscaping.
-9-

Did you identify and preserve natural infiltration capacity? If so, how? If not, why? No. Adding 41,810 sq. ft. of impervious surface to the site. The existing soils characteristics have poor infiltration so a Bio-Retention Basin is need for treatment BMPs.

Did you identify and minimize impervious area? If so, how? If not, why? Yes. The drive aisles and parking stalls are designed to minimum width and length requirements.

The proposed development will include 10,462 square feet of pervious area.

Did you identify and disperse runoff to adjacent pervious areas? If so, how? If not, why? Yes. Roof drains will directly discharge into adjacent landscaped areas around proposed building.

Remaining runoff will sheet flow to curb & gutters that will direct stormwater into the Bio- Retention Basin.
- 10 -

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
D1
ROOF
17,819
D
D2

CONCRETE
23,991
D
D3

LANDSCAPING
10,462
D
'Reference Table 2-1 in the WQMP Guidance Document to populate this column 211 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
[D] = [B] +[B] • [C]
[A]
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
Area (square
feet)
Ratio
[A]
[B]
[C] = [A] x [B]
DMA name /ID
[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
D1
BMP-1 BIO-RETENTION BASIN
D2
BMP-1 BIO-RETENTION BASIN
D3
BMP-1 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. - 12 -

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)? n Y ON 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 Co-permittee 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? n Y
Infiltration Feasibility
N
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? X
If Yes, list affected DMAs: DMA -1
...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. - 13 -

D.2 Harvest and Use Assessment
Please check what applies:
❑ Reclaimed water will be used for the non -potable water demands for the project.

El 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: 10,390
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: 41,810
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: 1.98
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: 20,572
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)
20,0572
-14-
10,390

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: 8
Project Type: COMMERCIAL
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: 0.96 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: 171
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: 164
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)
164
8 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.

NO
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
- 15 -

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:

X❑ 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. - 16 -

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
D1
❑
❑
M
❑
❑
D2
❑
❑
M
❑
❑
D3
❑
❑
M
❑
❑
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. - 17 -

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
Underground Infiltration Chambers
/INF-1
[A]
[B]
[C]
[A] x [C]
D1
17,819
Roofs

1.0 0.89
15,894.5
Design
Storm
Depth
(in)
Design Capture
Volume, VBMP
(cubic feet)
Proposed
Volume
on Plans
(cubic
feet)
D2
23,991
Conc/Asph

1.0 0.89
21,000.0
D3
10,462
Landscaping

0.1 0.11
1155.6
A�[A] E= [D]
52,272 38,450.1
[E]

0.82 [D 1x2E]
[G]
4,537
[F] =
2,627.4
[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 BMP1 - BIO-RETENTION BASIN SIZING - SEE NEXT PAGE
- 18 -

AAA FENCE WAREHOUSE - B/ORETENTION SYSTEM
Amended Soil Infil. Rate (in/hr)
5 Basin Footprint (ft2)
1269
Amended Soil Factor of Safety
2 Amended Soil Depth (ft)

3.00 Amended Soil Design Infil. Rate (in/hr)

2.5 Amended Soil Porosity
30%
Drawdown Time (hr)
48 Gravel Depth (ft)

4.50 Maximum Ponding Depth (ft)

0.5 Gravel Porosity
40%
Design Ponding Depth (ft)

0.5 Duration of Storm (hr)
3 Results
Design Capture Volume (ft3)
=
2627
Total Biotreated Volume (ft3)
=
4537
VBMP > VDcv ???
=
YES

INPUT DATA

CALCULATED DATA
* Treated Volume = Soil Footprint x
[(Design Ponding Depth / 2) + (Soil
Depth x Soil Porosity) + (Gravel Depth x
Gravel Porosity) + (Duration of Storm x
(Soil Design Infiltration Rate / 12))]

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:
❑X 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. - 19 -

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.

MI, lo F 1 Deter -11 -in' DeIliltontc 1-1,/ I nnrl I Ice 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•
P
N
P
P
N
P
P
P
Development
Attached Residential•
P
N
P
P
N
P
P
p(2)
Development
Commercial/Industrial
p(3)
P
po)
pcn
pii)
p(i)
p
p
•
Development
Automotive Repair•
N
P
N
N
P(4 5)
N
P
P
Shops
Restaurants•
P
N
N
N
N
N
P
P
(>5,000 ft2)
Hillside Development•
P
N
P
P
N
P
P
P
(>5,000 ft2)
Parking Lots
P(6)
P
p(1)
p(l)
p(1)
p(1)
P
P
•
(>5,000 ft2)
N
P
N
N
P
N
P
P
• Retail Gasoline Outlets
Project Priority Pollutant(s)
of Concern
•
•
•
•
•
M
•
•
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 - 20 -

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
Total Credit Percentage1
Credit Percentage'
1Cannot Exceed 50%
'Obtain 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]
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 =
E[A]
I_ [D]
[E]
[D]x[E]
[F]
[F] X (1-[H])
[I]
=
[G]
[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 - 21 -

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 ID'
Priority Pollutant(s) of Concern to Mitigate2
Removal Efficiency
Percentage3
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. a Cross Reference Table E.1 above to populate this column. 3 As documented in a Co-Permittee Approved Study and provided in Appendix 6. - 22 -

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?
If Yes, HCOC criteria do not apply.
❑Y ®N
HCOC EXEMPTION 2: The volume and time of concentration' 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
Volume (Cubic Feet)
'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.
- 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:

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.

OMimicking 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.

PRE -DEVELOPED RUNOFF VOLUME FROM A 2 -YEAR STORM IS 0. THE RAINFALL INTENSITY (0.584 IN/HR) IS LESS THAN THE INFILTRATION RATE (1.22 IN/HR) SO ALL OF THE 2 -YEAR STORM WILL INFILTRATE INTO THE EXISTING CONDITION. THE DEVELOPED CONDITION PRODUCES 1,844 CUBIC FEET. THE PROPOSED BIO-RETENTION BASIN CAPACITY IS 4,537 CUBIC FEET. THE BASIN HOLDS THE ENTIRE 2 -YEAR STORM - NO FURTHER HCOC MITIGATION REQUIRED. SEE THE HYDROGRAPH AND RELATED INFORMATION IN APPENDIX 7.
- 24 -

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
Maintain and periodically repaint or replace
inlet markings.

Provide stormwater pollution prevention
Mark top of curb near bio-retention basin
information to new site owners, lessees, or
inlets with the words "Only Rain Down
operators.

Curb -Opening Basin
the Storm Drain" or similar. Markers
in
Inlet
may be available from the Riverside
County Flood Control and Water
See applicable operational BMPs Fact Sheet
SC -44, "Drainage System Maintenance," in
Conservation District, call 951.955.1200
the CASQA Stormwater Quality Handbooks at
to verify.
www.cabmphandbooks.com
Include the following in lease agreements:
"Tenant shall not allow anyone to discharge
anything to storm drains or to store or de losit
- 25 -

materials so as to create a potential discharge
to storm drains."
Need for Future
Indoor & Structural
Pest Control
Note building design features that
discourage entry of pests.

Provide Integrated Pest Management (IPM)
information to owners, lessees, and operators.

Landscape / Outdoor
Pesticide Use
No native trees or significant vegetation
exists on site.

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

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

Consider using pest -resistant plants,
especially adjacent to hardscape.

To insure successful establishment, select
plants appropriate to site soils, slopes,
climate, sun, wind, rain, land use, air
movement, ecological consistency, and
plant interactions.

Maintain landscaping using minimum or no
pesticides.

See applicable operational BMPs in "What you
should know for.....Landscape and
Gardening".

Provide Integrated Pest Management
information to new owners, lessees and
operators.

Refuse Areas
Slope refuse area to drain and prevent
surrounding runoff from entering refuse
area.

Signs to be posted on or near dumpsters
with the words "Do not dump hazardous
materials here"
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
Roofing, Gutters, &
Trim
Avoid roofing, gutters, and trim made of
copper or other unprotected metals that
may leach into runoff.

None
Plazas, Sidewalks,
and Parking Lots
None
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 washwater containing any cleaning
agent or degreaser and discharge to the
sanitary sewer not to a storm drain.
- 26 -

Sump Pump
Captured and Treated DCV will be
discharged with subdrains to the sump
pump System. The sump pump will
pump the treated DCV to the Parkway
drain which will convey the DCV to
Risco Circle.

Inspect sump pump on a quarterly basis, once
being before the rainy season (oct. 1St). Make
sure pump is operational and maintain per
installed pump's manufacturers
recommendations
Oils & Greases
Bio-Retention Basin
Inspect semi-annually at beginning and end of
wet season to identify potential problems such
as erosion of the slopes near around the basin.

Remove accumulated trash/debris at the start
and end of the wet season Inspect for standing
water at the end of the wet season and by
inspecting within 48 hours of significant rain
events. Check for surface ponding. If ponding
occurs, provide a fresh infiltration surface by
excavating and replacing 2-4 inches of soil.

Sediment
Bio-Retention Basin
Metals
Bio-Retention Basin
Bacteria & Viruses
Bio-Retention Basin
Nutrients
Bio-Retention Basin
Oxygen Demanding
Substances
Bio-Retention Basin
Inspect semi-annually at beginning and end of
wet season to identify potential problems such
as erosion of the slopes near around the basin.

Remove accumulated trash/debris at the start
and end of the wet season Inspect for standing
water at the end of the wet season and by
inspecting within 48 hours of significant rain
events. Check for surface ponding. If ponding
occurs, provide a fresh infiltration surface by
excavating and replacing 2-4 inches of soil.

Hydromodification
Bio-Retention Basin holds the excess
runoff produced when comparing the
pre -developed condition to the developed
condition. See drainage study in
Appendix 7.

Inspect semi-annually at beginning and end of
wet season to identify potential problems such
as erosion of the slopes near around the basin.

Remove accumulated trash/debris at the start
and end of the wet season Inspect for standing
water at the end of the wet season and by
inspecting within 48 hours of significant rain
events. Check for surface ponding. If ponding
occurs, provide a fresh infiltration surface by
excavating and replacing 2-4 inches of soil
- 27 -

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)
BMP1

BIO-RETENTION
BASIN
CONCEPTUAL GRADING SHT. 2

33.925719 / -1 16.996360
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. - 28 -

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:

Will the proposed BMPs be maintained by a Home Owners' Association (HOA) or Property Owners Association (POA)?
El ®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.

O&M FUNDING INFORMATION TO BE PROVIDED ON FINAL WQMP
- 29 -

Appendix 1: Maps and Site Plans
Location Map, WQMP Site Plan and Receiving Waters Map
- 30 -

PROSPERITY WY
7 _o
_<
J
O
2 W 4TH ST
O
(`'
SITE

VICINITY MAP

NO SCALE

RECEIVING WATERS MAP
sawpa.net
V:

SA F, GABRIEL r45dF,TA(IS
Angeles
Naior,
Forest
ada
tae
Arcadia
Los
les
Glendora - -'/
Baldwin Park
- El Monte West Covina
,arden Grove
' I l l!I'l 1.-.n

PACIFIC
OCEAN
PoiiSon a
F oothill<Fay
C
Ontar
Chino
h i8n Hi

PRADO DAM

SANTA ANA
RIVER (R.2)
I-rill°.rtonj
Anafaelm
Or ye
Fount
Val
'S.

Santa Ana
C.sta
Newport
Beach
Lake
La
Stae

SANTA ANA
RIVER (R.1)
ah
ark
n ur Ir •
1111 I
I-I i ll il . I
MiSSI iii
Viej'
Laguna
Niguel
Laguna Beach•

SANTA ANA
RIVER (R.5)
ncl*•
ntana Rialtl?

SANTA ANA
RIVER (R.4)
did
T• .II ,
P.YL, Loma

SANTA ANA
RIVER (R.3)
SANTA A s.

San
rnas.

Di I I.

L.. -I • .. ; I •.
n Bernardino:
anal Fate:.

SAN TIMOTEO
CREEK (R.1A+B)
F:e{Iltll
Li Linda
Linda
:auey

SAN TIMOTEO
CREEK (R.2)

SAN TIMOTEO
CREEK (R.3)
Sun, City
Lak
Fl;lnrir
e Ipa
-I, ry \•.
il•b
m
I.lurneta
Temeatla
m ont
Hemet

PROJECT

LOCATION
Banning
S
...taunt
Jacifttl
to Pink
D
Agua
CC aliente
Santa
Jac laic
Natnna

San Gabnel.Mountains
Rancho lcamonga
i
r Placentia OYorba Linda
Corona
Westminste
Huntington Beach
Pacific Ocean
1 Miles

4.5 9 18
Lake
Silverwood
Colton
Santa Ana River Watershed
Location Map
Lake
Arrowhead
Redlands
.or Yucaipa,moi
,.,
c4 W 4�
Lake
athews Lek o �
Pen'
Perris
0 B aumont
C 0
an Jacinto
Hemet
O
ndV lley
P:l projects \standard_maps\Watershed_1_A.mxd SW -1150
Santa Ana Watershed Boundary

SANTA ANA REGION of Riverside County

RIVERSIDE
NORCO
CORONA

MIDDLE SANTA ANA RIVER
Subwatershed
-N-
LAKE

ELSINORE

RIVERSIDE COUNTY FLOOD CONTROL

AND WATER CONSERVATION DISTRICT

GEOGRAPHIC INFORMATION SYSTEM
June 2009

C AL IM ESA
CA
LAKE
MOREN0 VALLEY
PERRIS

MENIFEE

MURRIETA
en
The graphical and tabular information shown on this document may be derived from a variety of public agency and/or private commercial sources such as Riverside Carnty Transportation and Lard Management Agency, Thomas Brothers Mapping, the Stephen P. Twle Data Center, GIS Technology Center, State of California, the United States Gwlogic Survey and the United States National Atlas. These sources may possess varying levels of accuracy and prec'sion and this product is meant only as a guide to the relative position and scale of the depicted features. This GIS document is n no case to be interpreted as fundamental or decisive for purposes of land surveying, field engineering, plan drafting, code enforcement, land boundary determination and/or land acquisition.

BEAUMONT

SAN JACINTO
HEMET

ORANGE GOV

PROJECT

LOCATION

SAN JACINTO RIVER
Subwatershed

WATER QUALITY MANAGMENT NOTES: CITY OF BEAUMONT AREA OF PROPOSED SURFACES:
1 CONSTRUCT 4,537 C.F. BIO-RETENTION BASIN PER DETAIL (2,627 C.F. REQ'D) LEGAL DESCRIPTION:

TOTAL AREA (EXISTING): 52,220 S.F. (1.20 -ACRES)
PARCEL 9 OF PARCEL MAP NUMBER 28348 IN THE CITY EXISTING PERVIOUS AREA: 52,220 S.F. (1.20 -ACRES) 2 3
INSTALL 36" NDS DRAIN BASIN WITH GRATED INLET WITH ZOELLER CAST IRON SUBMERSIBLE SUMP PUMP. OF BEAUMONT, COUNTY OF RIVERSIDE, STATE OF EXISTING IMPERVIOUS AREA: 0 S.F. (0 -ACRES) CALIFORNIA. LOCATED IN A SUBDIVISION OF A PORTION OF FINAL WQMP INSTALL "NO DUMPING - DRAINS TO RIVER" ON CURB NEAR BIO-FILTRATION THE NORTH HALF OF THE SOUTHWEST QUARTER OF TOTAL AREA (GROSS WQMP): 52,220 S.F. (1.20 -ACRES) PROSPERITY WY SECTION 9, TOWNSHIP 3 SOUTH, RANGE 1 WEST, SAN
60 10
�1
4 BASIN INLET AND OUTLET PER DETAIL. PROPOSED PERVIOUS AREA1OtISE : 10,390 S.F. (0.24 -ACRES)

BERNARDINO BASE AND MERIDIAN, AS SHOWN ON MAP
INSTALL UNDER SIDEWALK DRAIN PER RIVERSIDE STD. PLAN NO. 309. FILED IN BOOK 201, PAGES 72 THROUGH 74 INCLUSIVE OFAAFENCE PROPOSED IMPERVIOUS AREA: 41,830 S.F. (0.96 -ACRES) PARCEL MAPS, IN THE OFFICE OF THE COUNTY RECORDER LEGEND:
cmr
6 ��
f
fx
—Q
��,
5 CONSTRUCT ROOF DRAIN DOWNSPOUTS TO OUTLET ONTO SPLASH PAD, OF SAID COUNTY.

PER DETAIL ON THIS SHEET.
;
i
- INDICATES EXISTING CONTOUR
o
o
z W 4TH ST
APN: 417-220-009 ApN 417.220_0()9
/ Et Q
6 GRADE AND INSTALL LANDSCAPE ADJACENT TO HARDSCAPE AT 1" MINIMUM SUMP, PER DETAIL.

INDICATES STREET CENTERLINE
2 U

ix
o
7 INSTALL AND MAINTAIN EFFICIENT IRRIGATION OF LANDSCAPED AREAS PER 4T1-1ICASQA BMP SD -12. SREET

S RISCO CIRCLE - INDICATES BOUNDARY LINE
Q
U
8 9
COVERED TRASH ENCLOSURE TO BE MAINTAINED PER CASQA BMP SD -32.

PERFORM PARKING LOT / DRIVEWAY SWEEPING ON A MONTHLY BASIS. - INDICATES FLOW DIRECTION SITE
- INDICATES DRAINAGE AREA LIMITS
n /

VICINITY MAP
10 PROVIDE 3' WIDE CURB OPENING FOR STORMWATER INLET AND OUTLET.

FWQ
IV

P SUMMARY
CDMA
-1�
T.P. - INDICATES TOP OF PONDING
VB
M

P CAPTURE

SUMMARY
11 INSTALL 12" THICK RIP -RAP DOWN-DRAIN/SPLASH PAD PER DETAIL.

T.M. - INDICATES TOP OF MEDIA

NO SCALE
12 INSTALL LANDSCAPED SWALE AT 1.0% MINIMUM GRADE.

DMA

TYPE/ID

DMA AREA
(FT2)

POST -PROJECT

SURFACE TYPE

IMPERVIOUS

FRACTION
(If)

DMA RUNOFF
FACTOR
DMA AREAS x

RUNOFF FACTOR

DESIGN CAPTURE
VOLUME, VgMp (FT3)
DMA

TYPE/ID

REQUIRED
VgMp (FT3)

INFILTRATION
BASIN (FT3)

CAPTURED

TOTAL DCV
(%)
BOT. - INDICATES BOTTOM OF GRAVEL/BASIN
-
13 CONSTRUCT LONGITUDINAL GUTTER PER S.P.P.W.C. STD. 122-2.

D1
17,819
ROOFS

1.0 0.89
15,894.5
OWNER/APPLICANT: ENGINEER/MAP
PREPARER: SURVEY NOTE:
14 3" FORCED DRAIN FROM SUMP PUMP TO CATCH BASIN.

D2
23,991

CONC / ASPH

1.0 0.89
21,400.0
2,627
D1 -D3
2,627
4,537
173
MR. LARRY AGUILERA SITETECH, INC.

THE SOURCE OF THE EXISTING GROUND
15 INSTALL 6" NDS SPEE-D CATCH BASIN WITH 4" P.V.C. DRAIN PIPE - CORE THROUGH "U"
D3
10,462

LANDSCAPING

0.1 0.11
1155.6
320 E. 3RD STREET 8061 CHURCH STREET,
P.O. BOX 592 SURVEY IS FROM A FIELD SURVEY
16 CONCRETE CHANNEL FOR SUMP PUMP OUTLET.

INSTALL 12" THICK RIP -RAP AT BASIN OVERFLOW OUTLET.
2 BEAUMONT, CA 92223 HIGHLAND, CA 92346
CONTACT: MR. LARRY AGUILERA CONTACT: BERNIE
COMPLETED IN MARCH 2023. EXISTING

MAYER GROUND CONTOURS WERE DRAWN FROM
17 CONSTRUCT 4' WIDE BY 6" DEEP CONCRETE "U" CHANNEL PER DETAIL. WEST 4TH S
T�
E E
T
SDMH
- ______I0
PH: (951) 538-9424 PH: (909) 864-3180
E—MAIL: bmayer®sitetechinc.com

SPOT ELEVATIONS OBTAINED IN A GRID
FASHION AND AT GRADE BREAKS.
18 15,000 GAL. STORM WATER TANK FOR RUNOFF MITIGATION - NOT A _ •\��\�\\\\ PART OF WATER QUALITY MITIGATION _ _
\
��i/,\\
I�
, \���i/
��\�\/�\/��/
24 -HOUR CONTACT: BASIS OF BEARING:

SOILS ENGINEER:
19 20
12" H.D.P.E. STORM DRAIN TO TANK - NOT A PART OF WATER QUALITY 4" P.V.C. DRAIN PIPE AT 1.0% MIN. TO CONNECT WALL SUB -DRAIN TO SUMP PUMP 2, - - - - — s3
— 5(
�
g
MR. LARRY AGUILERA THE BEARINGS ON
320 E. 3RD STREET ON THE CENTERLINE
THIS MAP WERE BASED GEOSOILS, INC.

OF FOURTH STREET AS 18451 COLLIER AVENUE, SUITE A
- -
-
- - - - - -

LANDSCAPED SWALE
DETAIL
12 BEAUMONT,
MR. LARRY AGUILERA BOOKSHOWN
201, PAGEPARCEL
72MAP
OF PARCEL48 MAPS. IN PH: (95 )NOR-, 70092530
- - - - _ -
- - _ _
I
W oV
o

NOT TO SCALE
PH: (951) 538-9424

BEARINGS BEING NORTH
REPORT W.O. NO.: 8454 -A -SC
87° 23' 59" WEST REPORT DATE: 8/28/2022

WV
: .. . . .: :. . . . . .

S 87°23'59" E 230.16' :. .
: • :: :•.:..::••.. .,: .
. • •
R

MEDIA SHALL
L

TOPSOIL
-
CONSIST OF 60 80% CLEAN SAND, UP TO 20% CLEAN R
AND 20% OF A NUTRIENT -STABILIZED ORGANIC AMENDMENT.

W

RISCO CIRCLE
. . . . . . . . .
.
/W
�' o

I
VARIES

Z
17 w
10' -'
.:.1 ..-:.
1 31.25
D2
'
6 7
:°I?3:°� 1•2
:
6 7
.7
c
RGFNOy ‘\,\.,..,
2-,
=
6» CLEANOUT WITH
2 „ Y

31.04 31.2391'25
4 12

LOCKABLE LID
c
TG
13 ^•• _ __
�
-

WHERE SHOWN
T OP
OF NG 31 3
PONDI 5
o g
a OUP£ RFLoW
J 3
i 7 5
i4D

0 85
FL
2'0%
/
'
I
.3
'
�. ..: ,I
r
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8"
12" THICK GROUTED
i-_-----� . ■ I:•
�---��•—_ � �`
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16 —

31.26 INV
►
—�3 8"

ROCK USE MIN
---------.,,,,,�
-------___
�����—�------'--__
. . .
4 13
.9
I
vvvvv,
ovvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvv
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ovvvvvvv ^�vavv
•
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i

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6 7
.,
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vvvvv
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000v�v
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1 /

TANK SUMP
�►
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i
\
11 vvvvv
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TO CATCH
EX. C&G
i
vvvvv
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rvv•••,•••••••,•••,••••••••••••••vvvvvvvv..
vavv•;
vvvvvvvvv

PUMP OUTET
:..
5 7VVVVV
vvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvv�
oo°BOT
MEDIA=27.60,vvvvvvvvv�vvvaFi
vvavavavav

29.04 BASIN
�
9 I19I
(NOT A PART)
INV
v)
CO •
Q ..
;
•.� � : •%
.. TOP
GRAVEL -2710 ,;
2 ET

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! :.
�•
5 Q
;:•
13 cn
I
•
�.•
;
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,• �; �..
,,�:•..
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-
P/L •
I
. ..
.
.

INv\c
_
I
I
O,O, O,O, O, O, O, O, O IO,O, •, O,O,O
0 0 O O_O O O O_O
O O_O_O
O_O_O_O O_O_O O_O O O O°O
O O

O O OO O O C
NOTE
L
BOT.

GRAVEL=22.60 22.70 22.00/

SUMP PUMP IS NEEDED

TO GET TREATED
� �.��
3 -INCHES OF CHOKER SAND PLACED ON

RUNOFF FROM THE UNDER
DRAIN OUT TO ♦I�II
D2
TOP OF 3 -INCHES OF ASTM N0. 8

UNDERDRAIN

PVC, SLOPE
INV
- 6 PERFORATED INV
AT 0.25% UNDER DRAIN 21.00 / 21.70 RISCO CIRCLE. RISCO
CIRCLE IS HIGHER THAN o• • •

THE BOTTOM OF THE

BIO-FILTRATION BASIN
i
:

I STONE (1 /4 TO 1/2 -INCH PEA GRAVEL)
INV
43 9
-1: I

GRAVEL SHALL BE CLEAN

GEO-FABRIC

ENGINEER'S
PER SOILS OUTLET 6 SOLID INV -
RECOMMENDATION P.V.C. AT 2.0%

SUMP PUMP OUTLET DETAIL

DOWN-DRAIN/SPLASH PAD
11 WASHED GRAVEL, AASHTO
B I

O -RETENTION
BASIN
"=5'
SCALE: 1"=5'
2531
#57 STONE PREFERRED.
1 SCALE: 1
6 7
A.P.N. 417-220-009
���������������
I I
SCALE: 1"=5'
-. 3
\ \
i
6 7

I\

� ��

31.04 TG
o � oo
D3
o
n
19 _ •
DMA -1
v l
48 21.00 INV
o - .,,I,,.
o
I
-
D2
N o I o
M N
0 #4 BARS
_ .. -
-�

29.04 INV
19 52,220 SQ. FT.

CONTINUOUS

PIPE TO STORAGE TANK
N 0 -� �_
N O
#4 BARS
\
5 6
I
N
_
i
N
AT 18" O.C.

31.26 INV
_
�
_
cn
6 7
D2
I

31. 5 • TANK SUMP
z j
D1
N
= OUTSIDE
i i \ I���
�I��♦ PUMP OUTLET
Q
'.4-
. /W
~ WALL III
j."1
OUTL T o o

I I I I I (NOT A PART)
~
T
�� N CONCRETE "U" CHANNEL
�''
�
�,�i
� ' 1' �!•
13 ■
17 �� >
2633\
(
)
/
1 SCALE: 1"=3'
20 `O,o ��
i
1 �_6•
Z-:-`
'' \ BIORETENTION BASIN
o
17 7
r
:; ::
,.
...

U MiJ�
ROOF D

DOWN SF
t■� 0.85%
5 :
j
\ PLACE NEAR CURB O CLEANOUT TEE

.•• •. 0 0

31.25 OPENING/BMP \\\
OPENING BMP INLET �
D1
�'
=-� ;
�
\-16171
\

BASIN UNDERDRAIN INV
o
�\

22.90 INV
13 20

31.30 INV
1 g

WALL SUB DRAIN
15 D2

BASIN SUMP
/�S

21.70 INV
. . . . . . . .
--------
�\
TO
14 PUMP OUTLET
��
- _ STORM DRAIN MESSAGE TO BE PERMANENTLY

FORCED LINE FROM
D2
�.'.
�:.
■

22.74 .

O-
SUMP PUMP 32.00 TG
. APPLIED DURING THE CONST. OF BMP INLET
15 0 INV � .

31.33 INV
.-E13-.`�`-`•
10 3

22.8 _
I
r . '`': ' . 22.72
.
` 22'91
INV - �. -� INV \ STORM DRAIN MESSAGE DETAIL
3 4
»

31.35 -` �i �`•'.
••�,.�,
D2
9 9
INV
FL
.•
_ _ _ - _ • \;-
\ NOT TO SCALE
INSTALL 90° ELBOW
,

DETAIL A
+ ,
10 3
.-
__
_ _ _ _ ,,
- ...--7-7-:=--
- - ; SCALE.
(MATCH DOWNSPOUT
M
1 =6
°.•.•.• - •:•:•:
_ - , , �1
19 MATERIAL)'�i�
.. .• �--.. �....-
6 7
. �' �i� �i�" � � i � �i� �i� 31.35 � . ,i, �,
----1,--4-1_,_

LAN DSCAPE SUMP
- . . . .. -a•
. . . �
. . , :. . .... . .,
_
..
�� ��� ,
�� " �i� ''' �i� '�' ,� ''' �� '
Z
. . .. � ._,...,�.� : � .. - , ..
� , � .��
7 �r'�' r '�' r '�' r'�' r'" OUTLET
_ , -
• \�`"
31 051N

ADJACENT TO
- • :_,. _. . ..._ ..,. —
_ — =

TOP OF CURB,
- - •- ' ` ' ' � •'�-•-•-.�:_._._•_,_._
�j
3 1 a 1 FL �
•- _ _ .35� `�•'
S D� FL - �
_ _ _ _
- •
16 .

FINISHED FLOOR
(II)
-

TOP OF FINISHED HARDSCAPE (TYP)

PAVEMENT OR SIDEWALK
* rs° o ;- 87°23'59" E 293.79' '- '- •-
- _- _-
- -_ - ' '� �
SURFACE OR SPLASH PAD � �
o -�'�� _���
_ _
.

B B B B
�

(PCC OR RIP -RAP)
-� ° VZ
� 22.81 -
°B
PROPANE ' �� g°

22.70 RGE
P/L "B
INV
IV�ISCH
����/�
a B B
INV
POINT
\ \
° ° B°� BMP-1
1 I 2 31.04TG
\ \�\\' /\/\
LAT:

33.925719 II 21.00INV
17 c
» >'
SEE DETAIL "A" SCALE: 1 =20 %�i\\/`%\ ,,
LONG: —116.996360
I T.P.
= 31.35
1514

32.30TC
- - ROOF DRAIN DOWNSPOUT
5 LANDSCAPE TO HARDSCAPE DETAIL
6 APN 417-220-039
T.M.
= 30.85 31.30INV
V
BOT.
= 23.10
\ 20 0 20 40 NOT TO SCALE

DIGALIZT
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BENCHMARK:

RIVERSIDE COUNTY BM C-3.

0.25 MILES SOUTH ALONG BEAUMONT AVE. FROM
INTERSECTION OF BEAUMONT AVE. AND 6TH ST.

APPROX. 37.0 FEET WEST OF THE CENTER LINE OF
BEAUMONT AVE. AT THE SOUTH ENT OF THE
BRIDGE CROSSING OVER HWY 60. 2.0 FEET EAST
OF SIDEWALK. 1.0 EAST OF 12 INCH CONCRETE
RETAINING WALL. ON THE SOUTH EDGE OF A
CONCRETE APRON. SET FLUSH IN THE CONCRETE
SURFACE, A BRONZE DISK MARKED C-3 1965.

ELEV. 2606.072
SEAL
DESIGN BY:
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Reviewed By: Date:

CITY OF
3EAUMONT CALIFORNIA
SHEET
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Staff Engineer
Recommended
for Approval By: Date:

FINAL WATER QUALITY MANAGEMENT PLANS
CORNER OF 4TH STREET 8c

RISCO CIRCLE
APN 417-220-009
SITETECH INC.

DRAWN BY:
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8061 CHURCH ST. HIGHLAND CA 92346 PO BOX 592
PH; (909) 864-3180, FAX: (909) 864-0850
CHECKED BY:

OF 1 SHEETS
Administrative Engineer
Approved By: Date:

SCALE:
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` 09/18/25
FILE NO:

City Engineer/Director of Public Works
DATE:
aF CA��O�
BY
MARK

DESCRIPTION
APPR.

DATE
CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT 550E.A 69th2St ENGINEERING DIVISION Beaumont, C 223
TEL: (951) 769-8520 FAX: (951) 769-8526
FINAL W. Q. M . P.

PW2022-0887
JOB NUMBER:

BE ARD K. ER DATE
C.E. 36866

ENGINEER

REVISIONS
CITY
age s« o

Appendix 2: Construction Plans
Grading and Drainage Plans
- 31 -

OWNER/APPLICANT:

MR. LARRY AGUILERA
320 E. 3RD STREET
BEAUMONT, CA 92223
CONTACT: MR. LARRY AGUILERA
PH: (951) 538-9424
24 -HOUR CONTACT:

MR. LARRY AGUILERA
320 E. 3RD STREET
BEAUMONT, CA 92223
CONTACT: MR. LARRY AGUILERA
PH: (951) 538-9424
GENERAL:

ENGINEER/MAP PREPARER:

SITETECH, INC.
8061 CHURCH STREET, P.O. BOX 592
HIGHLAND, CA 92346
CONTACT: BERNIE MAYER
PH: (909) 864-3180
E—MAIL: bmayer©sitetechinc.com
BASIS OF BEARING:

THE BEARINGS ON THIS MAP WERE BASED

ON THE CENTERLINE OF FOURTH STREET AS
SHOWN ON PARCEL MAP NO.28348 FILED IN
BOOK 201, PAGE 72 OF PARCEL MAPS.

BEARINGS BEING NORTH 87° 23' 59" WEST
SURVEY NOTE:

THE SOURCE OF THE EXISTING GROUND

SURVEY IS FROM A FIELD SURVEY
COMPLETED IN MARCH 2023. EXISTING

GROUND CONTOURS WERE DRAWN FROM

SPOT ELEVATIONS OBTAINED IN A GRID
FASHION AND AT GRADE BREAKS.

SOILS ENGINEER/REPORT:

SOCAL PROFESSIONAL ENGINEERS, INC.
5 EAST CITRUS AVENUE
REDLANDS, CA 92373
PH: (909) 271-3135
REPORT DATE: DEC. 7, 2023
WORK ORDER NO.: 1652301.00

ALL GRADING SHALL CONFORM TO THE CITY OF BEAUMONT ORDINANCES, CURRENT ADOPTED CALIFORNIA BUILDING CODE, APPENDIX J, STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION, "LATEST EDITION" AND RECOMMENDATIONS OF THE SOILS ENGINEER.

2. NO WORK SHALL COMMENCED UNTIL ALL PERMITS HAVE BEEN OBTAINED FROM THE CITY AND OTHER APPROPRIATE AGENCIES.

3. ALL PROPERTY CORNERS SHALL BE CLEARLY DELINEATED IN THE FIELD PRIOR TO COMMENCEMENT OF ANY CONSTRUCTION /GRADING.

4. DURING ROUGH GRADING OPERATIONS AND PRIOR TO CONSTRUCTION OF PERMANENT DRAINAGE STRUCTURES, TEMPORARY

DRAINAGE AND EROSION CONTROL SHOULD BE PROVIDED TD PREVENT PONDING WATER, SEDIMENT TRANSPORTATION, AND DAMAGE TO ADJACENT PROPERTIES.

5. DUST SHALL BE CONTROLLED BY WATERING OR OTHER APPROVED METHODS.

6. NO FILL SHALL BE PLACED ON EXITING GROUND THAT HAS NOT BEEN CLEARED OF WEEDS. DEBRIS, TOPSOIL AND OTHER DELETERIOUS MATERIAL.

7. 8.

9. 10.

11. MAXIMUM CUT AND FILL SLOPE = 2: 1 EXCEPT WHERE SPECIFICALLY APPROVED OTHERWISE.

PROVIDE A 5' WIDE BY 1' HIGH BERM OR EQUIVALENT ALONG THE TOP OF ALL FILL SLOPES OVER 5' HIGH.

PROVIDE A BROW DITCH DESIGNED TO HANDLE 100 YR STORM FLOWS ALONG THE TOP OF CUT SLOPES.

NO OBSTRUCTION OF FLOODPLAIN OR NATURAL WATER COURSES SHALL BE PERMITTED.

ALL EXISTING DRAINAGE COURSES ON THE PROJECT SITE SHALL CONTINUE TO FUNCTION, ESPECIALLY DURING STORM CONDITIONS,

PROTECTIVE MEASURES AND TEMPORARY DRAINAGE PROVISIONS MUST BE USED TO PROTECT ADJOINING PROPERTIES DURING GRADING OPERATIONS.

12. CUT AND FILL SLOPES EQUAL TO OR GREATER THAN 3' IN VERTICAL HEIGHT SHALL BE PLANTED WITH GRASS OR GROUND COVER

TO PROTECT THE SLOPE FROM EROSION AND INSTABILITY IN ACCORDANCE WITH CITY OF BEAUMONT REQUIREMENTS PRIOR TO

FINAL GRADING INSPECTION

13. ALL SLOPES REQUIRED TO BE PLANTED SHALL BE PLANTED WITH APPROVED GROUND COVER AT 12" ON CENTER. SLOPES EXCEEDING 15' IN VERTICAL HEIGHT SHALL BE PLANTED WITH APPROVED TREES SPACED NOT TO EXCEED 20' ON CENTER OR SHRUBS NOT TO EXCEED 10' OR A COMBINATION OF SHRUBS AND TREES NOT TO EXCEED 15' IN ADDITION TO A GRASS MIX GROUND COVER. SLOPES EQUAL TO OR GREATER THAN 4' IN VERTICAL HEIGHT SHALL BE PROVIDED WITH AN IN -GROUND IRRIGATION SYSTEM COMPLETE WITH AN APPROPRIATE BACKFLOW PREVENTION DEVICE PER CITY REQUIREMENTS.

14. IF STEEP SLOPING TERRAIN OCCURS UPON WHICH FILL IS TO BE PLACED. IT MUST BE CLEARED, KEYED, AND BENCHED INTO FIRM NATURAL SOIL FOR FULL SUPPORT. PREPARATION SHALL BF APPROVED BY A SUITABLY QUALIFIED AND REGISTERED GEOTECHNICAL ENGINEER OR GEOLOGIST PRIOR TO PLACEMENT OF FILL MATERIAL.

15. THE GROUND IMMEDIATELY ADJACENT TO A FOUNDATION SHALL BE SLOPED AWAY FROM THE BUILDING AT A SLOPE OF NOT LESS THAN ONE UNIT VERTICAL IN 20 UNITS HORIZONTAL (5 -PERCENT SLOPE) FOR A MINIMUM DISTANCE OF 10 FEET MEASURED PERPENDICULAR TO THE FACE OF THE WALL. IF PHYSICAL OBSTRUCTIONS OR LOT LINES PROHIBIT 10 FEET (3048 MM) OF HORIZONTAL DISTANCE, A 5 -PERCENT SLOPE SHALL BE PROVIDED TO AN APPROVED ALTERNATIVE METHOD OF DIVERTING WATER AWAY FROM THE FOUNDATION. SWALES USED FOR THIS PURPOSE SHALL BE SLOPED A MINIMUM OF 2 PERCENT WHERE LOCATED WITHIN 10 FEET OF THE BUILDING FOUNDATION. IMPERVIOUS SURFACES WITHIN 10 FEET OF THE BUILDING FOUNDATION SHALL BE SLOPED A MINIMUM OF 2 PERCENT AWAY FROM THE BUILDING.

16. ALL GRADING SHALL BE CONTINUOUSLY OBSERVED BY A COMPETENT SOILS ENGINEER WHO SHALL VERIFY THAT ALL FILL HAS BEEN PROPERLY PLACED AND WHO SHALL SUBMIT A FINAL COMPACTION REPORT FOR ALL FILLS OVER 1' DEEP.

17. A FINAL GEOTECHNICAL REPORT OF COMPLETION OF THE ROUGH GRADING, STATING SUBSTANTIAL CONFORMANCE WITH THE

APPROVED GRADING PLAN, SHALL BE SUBMITTED TO THE BUILDING AND SAFETY DEPARTMENT PRIOR TO REQUESTING INSPECTION AND ISSUANCE OF BUILDING PERMITS. CERTIFICATIONS SHALL INCLUDE LINE GRADES, ELEVATIONS, AND LOCATION OF CUT/FILL SLOPES.

18. A LAND SURVEYOR OR ENGINEER AUTHORIZED TO PRACTICE LAND SURVEYING SHALL SUBMIT A PAD CERTIFICATION FOR ALL PADS. THE ELEVATION WITH RESPECT TO MEAN SEA LEVEL SHALL BE GIVEN. IF AN ELEVATION WITH RESPECT TO ADJACENT GROUND SURFACE IS REQUIRED, THE ACTUAL DISTANCE ABOVE THE ADJACENT GROUND SHALL BE GIVEN.

19. A GEOTECHNICAL ENGINEER OR GEOLOGIST SHALL SUBMIT TO THE BUILDING AND SAFETY DEPARTMENT AND THE PUBLIC WORKS

DEPARTMENT A FINAL GEOTECHNICAL REPORT OF COMPLETION OF FINAL GRADING STATING SUBSTANTIAL CONFORMANCE WITH THE APPROVED PLANS FOR ALL GRADING DESIGNATED AS "ENGINEERED GRADING".

20. THE CONTRACTOR SHALL NOTIFY THE PUBLIC WORKS DEPARTMENT AT LEAST 24 HOURS IN ADVANCE REQUESTING FINISH LOT GRADE AND DRAINAGE INSPECTION. THIS INSPECTION MUST BE APPROVED PRIOR TO BUILDING PERMIT FINAL INSPECTION FOR EACH LOT.

21. ALL STORM DRAINS, CATCH BASINS, AND STORM WATER RUNOFF STRUCTURES WILL BE PROVIDED WITH ADEQUATE CAPABILITIES

TO FILTER AND RETAIN SEDIMENT, GRIT, OIL, AND GREASE TD PREVENT POLLUTION IN STORM WATER RUNOFF IN COMPLIANCE WITH

THE CITY OF BEAUMONT'S BEST MANAGEMENT PRACTICES AND BEAUMONT'S DRAINAGE MASTER PLAN FOR STORMWATER AS WELL

AS BEST MANAGEMENT PRACTICES IDENTIFIED IN THE CURRENT REPORT OF WASTE DISCHARGE FOR RIVERSIDE COUNTY PERMITTEES.

22. CONTRACTOR SHALL NOTIFY UNDERGROUND SERVICE ALERT TWO DAYS BEFORE DIGGING AT 8-1-1 AND THE FOLLOWING UTILITY OR AGENCIES A MINIMUM OF TWO WORKING DAYS PRIOR TO COMMENCING ANY CONSTRUCTION OR GRADING:
a. CITY OF BEAUMONT
b. VERIZON
c.SOUTHERN CALIFORNIA GAS COMPANY
d.BEAUMONT CHERRY VALLEY WATER DISTRICT
e. EDISON

23. TRENCHING FOR UTILITIES AND STRUCTURES IS
APPROVED BY THE PUBLIC WORKS DEPARTMENT.
951.769.8520
909.913.4500
909.335.7928
951.845.9581
909.307.6767

NOT ALLOWED UNTIL A SOIL COMPACTION REPORT IS SUBMITTED TO AND

24. THE CONTRACTOR SHALL MAINTAIN ADJACENT STREETS IN A NEAT, SAFE, CLEAN AND SANITARY CONDITION AT ALL TIMES AND TO THE SATISFACTION OF THE CITY'S INSPECTOR. THE ADJACENT STREETS SHALL BE KEPT CLEAN OF SEDIMENT, DEBRIS AND OTHER NUISANCES AT ALL TIMES. THE DEVELOPER SHALL BE RESPONSIBLE FOR ANY CLEAN UP ON ADJACENT STREETS AFFECTED BY THE CONSTRUCTION.

25. ALL OPERATIONS CONDUCTED ON THE SITE OR ADJACENT THERETO SHALL ADHERE TO THE NOISE ORDINANCE SET FORTH BY THE CITY MUNICIPAL CODE. ALL OPERATIONS SHALL BE LIMITED BY THE NOISE ORDINANCE TO THE LIMIT OF DECIBELS SPECIFIED FOR THE AREA AND TIME PERIOD. CONSTRUCTION ACTIVITIES WILL BE LIMITED TO THE PERIOD BETWEEN 7:00 A.M. AND 6:00 P.M.

MONDAY THROUGH FRIDAY.

26. ALL OFF -SITE HAUL ROUTES SHALL BE SUBMITTED BY THE CONTRACTOR TO THE CITY ENGINEER FOR APPROVAL TWO FULL WORKING DAYS PRIOR TO BEGINNING OF WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEBRIS OR DAMAGE OCCURRING ALONG THE HAUL ROUTE OR ADJACENT STREETS AS A RESULT OF THE GRADING OPERATION. 0 0
0 0
0 0
0 0
0 10
11 12
13 14
15 16
17 18
19 20
21 22
23 24
25 26
27 28
29 30
31 32
33 34
35 36
37 CITY OF BEAUMONT

PRECISE GRADING AND

EROSION CONTROL PLAN

AA FENCE WAREHOUSE
APN 417-220-009
4TH SREET & RISCO CIRCLE
4TH STREET
APN 417-220-041
SCALE: 1"=50'
APN 417-220-039
VAR
CONSTRUCTION NOTES:

CONSTRUCT 4" A.C. PAVING OVER 8" CLASS II BASE IN DRIVE AISLES AND 3" A.C. PAVING OVER 5" CLASS II BASE IN PARKING AREAS PER SOILS REPORT.

CONSTRUCT 6" CURB PER COUNTY OF RIVERSIDE STD. PLAN NO 204. 4" THICK CURB ADJACENT SIDEWALK PER RIVERSIDE COUNTY STD. 401 - PER SEPARATE PERMIT.

CONSTRUCT CASE "D" CURB RAMP PER CO. OF RIVERSIDE STD. PLAN NO 403.

CONSTRUCT 3' WIDE LONGITUDINAL GUTTER PER S.P.P.W.C. STD. 122-2.

PROVIDE CURB OPENING FOR DRAINAGE INLET AND OUTLET.

INSTALL 12" WIDE UNDER SIDEWALK DRAIN PER CO. OF RIVERSIDE STD. PLAN NO. 309.

CONSTRUCT 4,537 CUBIC FOOT BIO-RETENTION BASIN PER DETAIL ON SHEET 3.

CONSTRUCT CONCRETE "U" CHANNEL PER DETAIL ON SHEET 2.

INSTALL ADA ACCESSIBLE PARKING STALL, AND PATH OF TRAVEL PER ADA REQUIREMENTS CONSTRUCT COVERED TRASH ENCLOSURE, PER SEPARATE PERMIT.

CONSTRUCT DRIVE APPROACH PER CO. OF RIVERSIDE STD. PLAN NO 207A - PER SEPARATE PERMIT.

CONSTRUCT GRADED DRAINAGE SWALE AT 1.0% MINIMUM GRADE.

PARKING LOT SIGNAGE AND STRIPING, PER ARCHITECTURAL PLANS.

BUILDING STEM WALL PER ARCHITECTURAL PLANS.

CONSTRUCT 6" CURB & GUTTER PER CO. OF RIVERSIDE STD. PLAN NO. 200.

CONSTRUCT 6' WIDE CROSS GUTTER PER SPPWC STD. 122-2.

GRIND & OVERLAY EXISTING PAVEMENT 0.17' MIN. DEPTH - PER SEPARATE PERMIT.

CONSTRUCT 12" THICK RIP -RAP - USE 8" MIN. DIAMETER ROCK. 6' MAX HEIGHT RETAINING WALL WITH WROUGHT IRON FENCE ON TOP - PER SEPARATE PERMIT.

SEE DETAILS ON ON SHT. 3.

CONSTRUCT 6' HIGH AUTOMATIC WROUGHT IRON GATE WITH KNOX BOX.

RECONSTRUCT CURB RAMP IF RAMP DOES NOT MEET CURRENT CITY OR ADA STANDARDS.

CITY INSPECTOR TO MAKE FINAL DECISION - PER SEPARATE PERMIT.

INSTALL CITY OF BEAUMONT'S LIGHTING ORDINANCE - PER SEPARATE PERMIT.

INSTALL 36" NDS DRAIN BASIN WITH GRATED INLET WITH ZOELLER CAST IRON SUBMERSIBLE SUMP PUMP. 3" FORCED DRAIN FROM SUMP PUMP - SEE SUMP PUMP OUTLET DETAIL ON SHT. 3 INSTALL CA-MUTCD R3-2 (NO LEFT TURN) SIGN.

MODIFY GUTTER TO HAVE 5% MAX DIRECTIONAL SLOPE WITHIN ADA PATH OF TRAVEL.

INSTALL UNDERGROUND STORM WATER STORAGE TANK (15,000 GAL/2,005 CU. FT.) WITH SUMP PUMP AND OUTLET PIPE - CONTRACTOR TO PROVIDE SHOP DRAWINGS.

INSTALL 48" WIDE UNDER SIDEWALK DRAIN PER CO. OF RIVERSIDE STD. PLAN NO. 309 - PER SEPARATE PERMIT.

INSTALL 6" SEWER LATERAL AT 2.0% MINIMUM GRADE.

INSTALL 1" DOMESTIC SERVICE.

INSTALL 1" IRRIGATION SERVICE.

INSTALL 4" FIRE SERVICE AND METER ASSEMBLY WITH BACK -FLOW PREVENTER PER BEAUMONT-CHERRY VALLEY WATER DIST. PLATE 7.

CONSTRUCT 4" THICK CONCRETE OVER COMPACTED NATIVE.

INSTALL 12" H.D.P.E. DRAIN PIPE AT 6.0% MINIMUM.

INSTALL 4" P.V.C. DRAIN PIPE AT 1.0% MINIMUM TO CONNECT WALL SUB -DRAIN TO SUMP PUMP INSTALL 6" NDS SPEE-D CATCH BASIN WITH 4" P.V.C. DRAIN PIPE - CORE THROUGH CONCRETE "U" CHANNEL FOR SUMP PUMP OUTLET.

EXISTING ITEM (PER PLAN) TO BE PROTECTED IN PLACE.
•

QUANTITIES
15,465 S.F. (368 TON ASPH/383 C.Y. BASE)
4,520 S.F. (81 TON ASPH/68 C.Y. BASE)
725 L.F.
1 EA.
294 L.F.
4 EA.
1 EA.
1 EA.
12 L.F.
1 EA.
149 L.F.
116 L.F.
276 L.F.
64 L.F.
2 C.Y.
480 L.F.
50 L.F.
1 EA.
45 L.F.
1 EA.
1 EA.
4 EA.
24 L.F.
1 EA.
1 EA.
1 EA.
773 S.F.
41 L.F.
280 L.F.
2 EA.

AREA
OF PROPOSED SURFACES:

TOTAL AREA (EXISTING):

EXISTING PERVIOUS AREA:

EXISTING IMPERVIOUS AREA:

TOTAL AREA (GROSS WQMP):

PROPOSED PERVIOUS AREA:

PROPOSED IMPERVIOUS AREA:

SITE INFORMATION:

EXISTING ZONING:

PROPOSED ZONING:

EXISTING LAND USE:

PROPOSED LAND USE:

FLOOD ZONE:

ZONE X PER FEMA FIRM MAP
NO. 06065C0811G DATED 8/28/08
SITE ADDRESS:
52,272 S.F. (1.20 -ACRES)
52,272 S.F. (1.20 -ACRES)
0 S.F. (0 -ACRES)
52,272 S.F. (1.20 -ACRES)
10,462 S.F. (0.17 -ACRES)
41,810 S.F. (1.03 -ACRES)

MANUFACTURING (M)

MANUFACTURING (M)

INDUSTRIAL (I)

INDUSTRIAL (I)
(APPROX.) WEST CORNER OF 4TH ST 8c RISCO CIRCLE
BEAUMONT, CA 92223
LEGAL DESCRIPTION:

PARCEL 9 OF PARCEL MAP NUMBER 28348 IN THE CITY OF BEAUMONT, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA. LOCATED IN A SUBDIVISION

OF A PORTION OF THE NORTH HALF OF THE SOUTHWEST QUARTER OF SECTION 9, TOWNSHIP 3 SOUTH, RANGE 1 WEST, SAN BERNARDINO BASE AND MERIDIAN, AS SHOWN ON MAP FILED IN BOOK 201, PAGES 72 THROUGH 74 INCLUSIVE OF PARCEL MAPS, IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY.

APN: 417-220-009
PRE-GRADING/CONSTRUCTION NOTE:

PROSPERITY WY
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-Q
J
O
Z W 4TH sT
SITE

VICINITY MAP

NO SCALE
SOILS ENGINEER'S STATEMENT:

THIS PLAN HAS BEEN REVIEWED BY SOCAL PROFESSIONAL ENGINEERS, INC. AND

APPEARS TO BE IN GENERAL CONFORMANCE WITH RECOMMENDATIONS IN OUR REPORT DATED DEC. 7. 2023 , WORK ORDER NO.: 1652301.00 . THIS PLAN HAS BEEN REVIEWED FOR GEOTECHNICAL ASPECTS ONLY. WE MAKE NO

REPRESENTATION REGARDING ACCURACY OF DIMENSIONS, QUANTITIES, MEASUREMENTS, CALCULATIONS OR ANY PORTION OF THE DESIGN.

GEOTECHNICAL CONDITIONS AND RECOMMENDATIONS SHOULD BE CONFIRMED BY THE GEOTECHNICAL CONSULTANT IN THE FIELD AT TIME OF CONSTRUCTION.

DATE: // O9/16/25
BY: KHALED S. FARAH
LIC. NO.: RCE 83128
LIC. EXP.: 3/31 /25

A PRE-GRADING/PRE-CONSTRUCTION MEETING AND SITE INSPECTION SHALL BE ARRANGED FOR BY THE SITE DEVELOPER PRIOR TO COMMENCING GRADING OPERATIONS. THOSE PARTIES REQUIRED TO ATTEND THE PRE -CONSTRUCTION MEETING SHALL INCLUDE BUT ARE NOT LIMITED TO THE DEVELOPER, PROJECT SUPERINTENDENT, ENGINEER OF RECORD, SOILS ENGINEER, GRADING CONTRACTOR AND THE UNDERGROUND UTILITIES CONTRACTOR. REPRESENTING THE DEPARTMENT OF BUILDING AND SAFETY SHALL BE THE GRADING PLAN -CHECKER AND/OR GRADING INSPECTOR. THE FOCUS OF THE PRE -CONSTRUCTION

MEETING SHALL BE TO DISCUSS THE VARIOUS ASPECTS AND RESPONSIBILITIES OF THE GRADING PROJECT AND TO PROVIDE AN APPROXIMATE TIME -TABLE FOR THE COMPLETION OF ROUGH GRADING. ARRANGE FOR A PRE -GRADING/ PRE -CONSTRUCTION MEETING BY CALLING THE DISTRICT OFFICE RESPONSIBLE FOR PROVIDING YOUR GRADING AND BUILDING INSPECTIONS.

TEMPORARY EROSION CONTROL NOTES:

1. IN CASE OF EMERGENCY, CALL: LARRY AGUILERA AT (951; 538-9424

2. EQUIPMENT AND WORKERS FOR EMERGENCY WORK SHALL BE MADE AVAILABLE AT ALL TIMES. NECESSARY MATERIALS SHALL BE AVAILABLE ON SITE AND STOCKPILED AT CONVENIENT LOCATIONS TO FACILITATE RAPID CONSTRUCTION OF TEMPORARY DEVICES WHEN RAIN IS IMMINENT. EROSION CONTROL DEVICES SHALL NOT BE MOVED OR MODIFIED WITHOUT THE APPROVAL OF THE QSP.

3. ALL REMOVABLE EROSION PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE 72 -HOUR RAIN PROBABILITY FORECAST EXCEEDS 50%.

4. AFTER A RAINSTORM, ALL SILT AND DEBRIS SHALL BE REMOVED FROM STREET, SURGE BERMS, SILT FENCES, AND DESILTING BASINS WITH THE BASINS PUMPED AND WATER TO BE DISPERSED ON SITE.

5. GRADED AREAS ON THE PERMITTED AREA PERIMETER MUST DRAIN AWAY FROM THE FACE OF SLOPES AT THE CONCLUSION OF EACH WORKING DAY.

DRAINAGE IS TO BE DIRECTED TOWARD DESILTING FACILITIES.

6. THE PERMITTEE AND CONTRACTOR SHALL BE RESPONSIBLE AND SHALL TAKE NECESSARY PRECAUTIONS TO PREVENT PUBLIC TRESPASS ONTO AREAS WHERE IMPOUNDED WATER CREATES A HAZARDOUS CONDITION.

7. ALL TEMPORARY GRADING HAUL ROADS WITHIN AREAS WHICH ARE TO REMAIN UNDEVELOPED AND NATURAL SHALL BE RESTORED TO NATURAL CONDITIONS AND REVEGETATED WITH NATIVE GRASSES UPON COMPLETION OF GRADING OPERATIONS.

8. STOCKPILING AND/OR VEHICLE STAGING AREAS SHALL BE LOCATED AS FAR AS PRACTICABLE FROM DWELLINGS.

9. EROSION CONTROL DEVICES WILL BE MODIFIED AS NEEDED AS THE PROJECT PROGRESSES.

10. THE PLACEMENT OF ADDITIONAL DEVICES TO REDUCE EROSION DAMAGE WITHIN THE SITE IS LEFT TO THE DISCRETION OF THE QSP.

11. THE QSP SHALL OBSERVE EROSION CONTROL WORK AND MUST INFORM THE CITY AND THE DEVELOPER IF THE WORK IS NOT IN ACCORDANCE WITH THE APPROVED PLAN.

DRAINAGE NOTES:

THE ENGINEER OF RECORD WHO PREPARED AND SIGNED THE GRADING

PLAN HAS VERIFIED THAT THE PROPOSED DRAINAGE SYSTEM IS

CONSISTENT WITH THE NATURAL DRAINAGE PATTERN OF THE SITE AND WILL NOT ADVERSELY AFFECT THE ADJACENT PROPERTIES.

2. THE ENGINEER OF RECORD WHO PREPARED AND SIGNED THE GRADING

PLAN HAS VERIFIED THAT THE PROPOSED DRAINAGE SYSTEM AND CONFIGURATION COMPLIES WITH SECTION J109.4 OF THE CBC WHICH

STATES THAT DRAINAGE ACROSS PROPERTY LINES SHALL NOT EXCEED THAT WHICH EXISTED PRIOR TO GRADING OR CONSTRUCTION. EXCESS

OR CONCENTRATED DRAINAGE SHALL BE CONTAINED ONSITE OR
DIRECTED TO AN APPROVED DRAINAGE FACILITY.

EARTHWORK QUANTITY ESTIMATE:

CUT/RAW (C.Y)
FILL/RAW (C.Y.)

EXCAVATION
33 EMBANKMENT
2,450
SUBSIDENCE (0.15')
264
SHRINKAGE (18%)
6 SUB -X LOSS (18%)
415
TOTALS
33 3,135
IMPORT = 3,102 C.Y.

NOTE: EARTHWORK QUANTITIES ARE ESTIMATES ONLY

FOR PERMITTING, CONTRACTOR TO DO THEIR OWN
TAKE -OFF PRIOR TO CONSTRUCTION.

UTILITY AGENCIES SERVICING THIS PROJECT:

CITY OF BEAUMONT (SEWER)
550 E. 6TH STREET
BEAUMONT, CA 92223
BEAUMONT-CHERRY VALLEY WATER DIST.
560 MAGNOLIA AVENUE
BEAUMONT, CA 92223

SOUTHERN CALIFORNIA EDISON
287 TENNESSEE STREET
REDLANDS, CA. 92373

SOUTHERN CALIFORNIA GAS
COMPANY P.O. BOX 3003
REDLANDS, CA. 92373-0306

FRONTIER COMMUNICATIONS
1980 ORANGE TREE LANE
REDLANDS, CA. 92373

TIME WARNER
1722 ORANGE TREE
LANE P.O. BOX 710
REDLANDS, CA. 92373
SHEET INDEX:

SHEET 1:

SHEET 2:

SHEET 3:

SHEET 4:

ATTENTION: THAXTON VAN BELLE
TELEPHONE: (951) 769-8520
ATTENTION: DANIEL JAGGERS
TELEPHONE: (951) 845-9581
ATTENTION: BOB PATTERSON
TELEPHONE: (909) 307-6767
ATTENTION: JOHN GOMEZ
TELEPHONE: (909) 335-7928
ATTENTION: BRUCE FOYTIK
TELEPHONE: (909) 748-6645
ATTENTION: RAY MIX
TELEPHONE: (909) 798-3588

TITLE SHEET

PRECISE GRADING PLAN

GRADING DETAILS & SECTIONS

EROSION CONTROL PLAN
W D I D# 8 33C409483

DIGALIZT
9 Call 2 Working Days
Before You Dig!
811
BENCHMARK:

RIVERSIDE COUNTY BM C-3.

0.25 MILES SOUTH ALONG BEAUMONT AVE. FROM
INTERSECTION OF BEAUMONT AVE. AND 6TH ST.

APPROX. 37.0 FEET WEST OF THE CENTER LINE OF
BEAUMONT AVE. AT THE SOUTH ENT OF THE
BRIDGE CROSSING OVER HWY 60. 2.0 FEET EAST
OF SIDEWALK. 1.0 EAST OF 12 INCH CONCRETE
RETAINING WALL. ON THE SOUTH EDGE OF A
CONCRETE APRON. SET FLUSH IN THE CONCRETE
SURFACE, A BRONZE DISK MARKED C-3 1965.

ELEV. 2606.072
SITETECH INC.
8061 CHURCH ST. HIGHLAND CA 92346 PO BOX 592
PH; (909) 864-3180, FAX: (909) 864-0850
BY
MARK

DESCRIPTION
APPR.

DATE

ENGINEER

REVISIONS
CITY
BE°. ARD K. ER
.C. E. 36866
09/18/25
DATE
SEAL
NO. 36866
Exp. 6-30-26
DESIGN BY:

DRAWN BY:

CHECKED BY:

SCALE:

DATE:

JOB NUMBER:

Reviewed By: Date:

Staff Engineer
Recommended
for Approval By: Date:

Administrative Engineer
Approved By: Date:

City Engineer/Director of Public Works

CITY OF
3EAUMONT, CALIFORNIA

CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT

ENGINEERING DIVISION
550E. 6th St
Beaumont, CA 92223
TEL: (951) 769-8520 FAX: (951) 769-8526
PRECISE GRADING & EROSION CONTROL PLANS FOR:

CORNER OF 4TH STREET 8c

RISCO CIRCLE
APN 417-220-009
SHEET
1 OF 4 SHEETS
FILE NO:

TITLE SHEET
PW2025-0167
P
age
325 o- 1376

LEGEND:
`2400
FF
SQ. FT.

TYP.

EG
TC
FS
FL
HP
SN
L/S
SLV
SL
SMH
WV
WB
BFP
COL
ASPH
VM H
UC
EM
FH
LS
MB
TR
SCO
B
TE
PIV
FDC
US
CLF
T.P.

T.M.

BOT.

SW

INDICATES

INDICATES

INDICATES

INDICATES

INDICATES

EXISTING CONTOUR

STREET CENTERLINE

CURB AND GUTTER

BOUNDARY LINE

EXISTING SEWER LINE

PROPOSED SEWER LATERAL

PROPOSED WATER SERVICE

INDICATES PROPERTY LINE

INDICATES FLOW LINE

INDICATES

INDICATES

INDICATES

INDICATES

INDICATES

INDICATES

INDICATES

INDICATES

INDICATES

INDICATES

INDICATES

INDICATES

INDICATES

INDICATES

INDICATES

INDICATES

INDICATES

INDICATES

INDICATES

INDICATES

INDICATES

INDICATES

INDICATES

INDICATES

INDICATES

INDICATES

INDICATES

INDICATES

INDICATES

INDICATES

INDICATES

NDICATES

NDICATES

NDICATES

NDICATES

NDICATES

NDICATES

NDICATES

NDICATES

NDICATES

NDICATES

NDICATES

NDICATES
48"
#4 BARS

CONTINUOUS

FIRE HOSE LINE

EXISTING CHAIN LINK FENCE

EXISTING BLOCK WALL
PROPOSED A.C. PAVEMENT

PROPOSED CONCRETE

PAVEMENT OVERLAY

LANDSCAPE AREA

FINISH FLOOR

SQUARE FEET

TYPICAL

EXISTING GRADE

TOP OF CURB

FINISH SURFACE

FLOWLINE

HIGH POINT
SIGN

LANDSCAPING

STREET LIGHT VAULT

STREET LIGHT

SEWER MANHOLE

WATER VALVE

WATER HOSE BIB

BACK -FLOW PREVENTER
COLUMN

ASPHALT

VERIZON MANHOLE

UTILITY CABINET

ELECTRICAL METER

FIRE HYDRANT

LIGHT STANDARD

MAILBOX

TRANSFORMER

SEWER CLEANOUT

BOLLARD

TRASH ENCLOSURE

TRANSFORMER

SEWER CLEANOUT

UNKNOWN UTILITY STUB

CHAIN -LINK FENCE

TOP OF PONDING

TOP OF MEDIA

BOTTOM OF GRAVEL/BASIN

STEM WALL
C-)
#4 BARS
AT 18" O.C.

CONCRETE "U" CHANNEL
SCALE: 1"=3'
SOUTH
R/W
NOTE:
8" P.V.C. SEWER MAIN
36" R.C.P. STORM DRAIN
24" D.I.P. RECLAIMED WATER LINE
16" D.I.P. WATER MAIN

32.4 /EX. R/W
APN 417220-041

31.33 EG

33.00 TW

30.33 TF
WALL

FOOTING
LIMITS
-(30.99)
EG

33.67 30.33 TF
PA

30.36 EG

33.67 TW

29.67 TF
(29.86;
EG

33.00 TW

29.00 TF
(29.71
- - EG
----_-_ 33.00 TW

29.00 TF
WALL
36 SUB -DRAIN
OUTLET

32.33 TW

25.67 TF
ADD 2500 TO GRADES SHOWN.
100'
EG

25.67 TF
SMH
Bofb AGIN
WV9 t3
B B B
o EG

GV P /L

32.33 TW

IMPROVEMENT CENTERLINE
;u EG
B B
SL
N)

25.67 TF
N 87°23'59" W 293.79'
„ A f

32.33 TW

32.33 TW

26.33 TF
APN 417-220-039
NORTH
R/W
50'

IMPROVEMENT CL
50'
44'

RECORD CL
56'
6'
6'
38'
38'
32'
44'
6'
6'

PROPOSED

LANDSCAPE
2%
CONC

SIDEWALK
6'
_ TYPICAL SECTION
EX. ASPH PAVEMENT
EX. C&G 18 PROPOSED
OVERLAY 1.7%f
EX. ASPH PAVEMENT

1.7%f
EX. C&G
-r 4TH STREET

NO SCALE
EX. CONC

SIDEWALK
EXIST.

LANDSCAPE
2%

WEST R/W

33.06 TC _

32.56 FS _

1.9%
A.D.A PATH

OF TRAVEL

32.71 TC

32.21 FS

32.78FS
ti"
B.

B.

B.

B B JJ WALL

FOOTING
LIMITS
°1 °B °B

27.67 TF
SDMH
L=127.42'
R=330.00'
A=22°07'26"

29.67 TF
SEE DETAIL "A"
ON SHEET 3
EX. R/W
60'
R/W
SMH
DSL
8" P.V.C. SEWER MAIN
36" R.C.P. STORM DRAIN

IMPROVEMENT

RECORD CENTERLINE
24" D.I.P. RECLAIMED WATER LINE
IE
I
16" D.I.P. WATER MAIN
I
H
•
STREET IMPROVEMENT NOTE:

SEE STREET IMPROVEMENT PLANS FOR

MORE INFORMATION REGARDING WORK

WITHIN THE PUBLIC RIGHT-OF-WAY

INCLUDING, STREET LIGHTS, PAVEMENT

SECTIONS, SIGNAGE, UTILITIES AND
GRADES. ALL WORK WITHIN PUBLIC

RIGHT-OF-WAY WILL REQUIRE A
SEPARATE PERMIT.

APN 417-020-049
I
_-EX. R/W
\
\
O
O
O
O
O
0 O
O
10 11
12 13
14 15
16 17
18 19
20 21
22 23
24 25
26 27
28 29
30 31
32 33
34 35
36 37
CONSTRUCTION NOTES:

CONSTRUCT 4" A.C. PAVING OVER 8" CLASS II BASE IN DRIVE AISLES AND 3" A.C. PAVING OVER 5" CLASS II BASE IN PARKING AREAS PER SOILS REPORT.

CONSTRUCT 6" CURB PER COUNTY OF RIVERSIDE STD. PLAN NO 204. 4" THICK CURB ADJACENT SIDEWALK PER RIVERSIDE COUNTY STD. 401 - PER SEPARATE PERMIT.

CONSTRUCT CASE "D" CURB RAMP PER CO. OF RIVERSIDE STD. PLAN NO 403.

CONSTRUCT 3' WIDE LONGITUDINAL GUTTER PER S.P.P.W.C. STD. 122-2.

PROVIDE CURB OPENING FOR DRAINAGE INLET AND OUTLET.

INSTALL 12" WIDE UNDER SIDEWALK DRAIN PER CO. OF RIVERSIDE STD. PLAN NO. 309.

CONSTRUCT 4,537 CUBIC FOOT BIO-RETENTION BASIN PER DETAIL ON SHEET 3.

CONSTRUCT CONCRETE "U" CHANNEL PER DETAIL ON SHEET 2.

INSTALL ADA ACCESSIBLE PARKING STALL, AND PATH OF TRAVEL PER ADA REQUIREMENTS.

CONSTRUCT COVERED TRASH ENCLOSURE, PER SEPARATE PERMIT.

CONSTRUCT DRIVE APPROACH PER CO. OF RIVERSIDE STD. PLAN NO 207A - PER SEPARATE PERMIT CONSTRUCT GRADED DRAINAGE SWALE AT 1.0% MINIMUM GRADE.

PARKING LOT SIGNAGE AND STRIPING, PER ARCHITECTURAL PLANS.

BUILDING STEM WALL PER ARCHITECTURAL PLANS.

CONSTRUCT 6" CURB & GUTTER PER CO. OF RIVERSIDE STD. PLAN NO. 200.

CONSTRUCT 6' WIDE CROSS GUTTER PER SPPWC STD. 122-2.

GRIND & OVERLAY EXISTING PAVEMENT 0.17' MIN. DEPTH - PER SEPARATE PERMIT.

CONSTRUCT 12" THICK RIP -RAP - USE 8" MIN. DIAMETER ROCK. 6' MAX HEIGHT RETAINING WALL WITH WROUGHT IRON FENCE ON TOP - PER SEPARATE PERMIT.

SEE DETAILS ON ON SHT. 3.

CONSTRUCT 6' HIGH AUTOMATIC WROUGHT IRON GATE WITH KNOX BOX.

RECONSTRUCT CURB RAMP IF RAMP DOES NOT MEET CURRENT CITY OR ADA STANDARDS.

CITY INSPECTOR TO MAKE FINAL DECISION - PER SEPARATE PERMIT.

INSTALL CITY OF BEAUMONT'S LIGHTING ORDINANCE - PER SEPARATE PERMIT.

INSTALL 36" NDS DRAIN BASIN WITH GRATED INLET WITH ZOELLER CAST IRON SUBMERSIBLE SUMP PUMP. 3" FORCED DRAIN FROM SUMP PUMP - SEE SUMP PUMP OUTLET DETAIL ON SHT. 3 INSTALL CA-MUTCD R3-2 (NO LEFT TURN) SIGN.

MODIFY GUTTER TO HAVE 5% MAX DIRECTIONAL SLOPE WITHIN ADA PATH OF TRAVEL.

INSTALL UNDERGROUND STORM WATER STORAGE TANK (15,000 GAL/2,005 CU. FT.) WITH SUMP PUMP AND OUTLET PIPE - CONTRACTOR TO PROVIDE SHOP DRAWINGS.

INSTALL 48" WIDE UNDER SIDEWALK DRAIN PER CO. OF RIVERSIDE STD. PLAN NO. 309 - PER SEPARATE PERMIT.

INSTALL 6" SEWER LATERAL AT 2.0% MINIMUM GRADE.

INSTALL 1" DOMESTIC SERVICE.

INSTALL 1" IRRIGATION SERVICE.

INSTALL 4" FIRE SERVICE AND METER ASSEMBLY WITH BACK -FLOW PREVENTER PER BEAUMONT-CHERRY VALLEY WATER DIST. PLATE 7.

CONSTRUCT 4" THICK CONCRETE OVER COMPACTED NATIVE.

INSTALL 12" H.D.P.E. DRAIN PIPE AT 6.0% MINIMUM.

INSTALL 4" P.V.C. DRAIN PIPE AT 1.0% MINIMUM TO CONNECT WALL SUB -DRAIN TO SUMP PUMP INSTALL 6" NDS SPEE-D CATCH BASIN WITH 4" P.V.C. DRAIN PIPE - CORE THROUGH CONCRETE "U" CHANNEL FOR SUMP PUMP OUTLET.

EXISTING ITEM (PER PLAN) TO BE PROTECTED IN PLACE.
•

IMPROVEMENT CENTERLINE

EAST R/W
30'
30'
EXIST.

LANDSCAPE
2%
EX. CONC

SIDEWALK
I'L
20'
EX. ASPH PAVEMENT
C&G 18 PROPOSED

OVERLAY
20'
4'
EX. ASPH PAVEMENT
T- -_-- 1.7%± EX. C&Gvc
-
_--_----- TYPICAL SECTION -----_-__--- -�-J I

L -J---

RISCO CIRCLE

NO SCALE
EX. CONC

SIDEWALK
EXIST.

LANDSCAPE
2%

TRUCK -TURNING EXHIBIT
SCALE: 1"=50'
SCALE: 1"=20'
/
20 0 20 40
W D I D# 8 33C409483

DIGALIZT
Call 2 Working Days
Before You Dig!
811
BENCHMARK:

RIVERSIDE COUNTY BM C-3.

0.25 MILES SOUTH ALONG BEAUMONT AVE. FROM
INTERSECTION OF BEAUMONT AVE. AND 6TH ST.

APPROX. 37.0 FEET WEST OF THE CENTER LINE OF
BEAUMONT AVE. AT THE SOUTH ENT OF THE
BRIDGE CROSSING OVER HWY 60. 2.0 FEET EAST
OF SIDEWALK. 1.0 EAST OF 12 INCH CONCRETE
RETAINING WALL. ON THE SOUTH EDGE OF A
CONCRETE APRON. SET FLUSH IN THE CONCRETE
SURFACE, A BRONZE DISK MARKED C-3 1965.

ELEV. 2606.072
SITETECH INC.
8061 CHURCH ST. HIGHLAND CA 92346 PO BOX 592
PH; (909) 864-3180, FAX: (909) 864-0850
BY
MARK

DESCRIPTION
APPR.

DATE

ENGINEER

REVISIONS
CITY
BE:. ARD K. ER
.C.E. 36866
09/18/25
DATE
SEAL
NO. 36866
Exp. 6-30-26
DESIGN BY:

DRAWN BY:

CHECKED BY:

SCALE:

DATE:

JOB NUMBER:

Reviewed By: Date:

Staff Engineer
Recommended
for Approval By: Date:

Administrative Engineer
Approved By: Date:

City Engineer/Director of Public Works
CITY OF 3EAUN

ON T, CALIFORNIA

CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT

ENGINEERING DIVISION
550E. 6th St
Beaumont, CA 92223
TEL: (951) 769-8520 FAX: (951) 769-8526
PRECISE GRADING cSc EROSION CONTROL PLANS FOR:

CORNER OF 4TH STREET &

RISCO CIRCLE
APN 417-220-009
SHEET
z
OF 4 SHEETS
FILE NO:

PRECISE GRADING PLAN
PW2025-0167
P
age
326 o- 1376

MEDIA SHALL CONSIST OF 60-80% CLEAN SAND, UP TO 20% CLEAN R/W \ \ \ 35 29.04 INV \\ \
�.

w' ` y
TOPSOIL, AND 20% OF A NUTRIENT -STABILIZED ORGANIC AMENDMENT.

VARIES
y

RISCO CIRCLE
10 - -� \.

PIPE TO STORAGE TANK 35
O
\. 25
Solid Grout
8" BLOCK
W/ #4@8in

Solid Grout
8" BLOCK
W/ #4@16in
��O w

31.25 21.00
6" CLEANOUT WITH
�
EMERG£
=
INV
\
NV K7-224
WALL NOTES:
z J
� p�FRF NCy
\\ �, 31.04

31.29 29
_

LOCKABLE LID
r
�, _

32.00 TG 37

WHERE SHOWN
( ) OF PONDING 31.35
z
Cl- 3
our, SOW
J ET i31.3 5)
-(_,-
(-5'i TG i�

0.85%
FL

2.0%

31.35 \ �� \ 31\33 INV

1. 6' HIGH WROUGHT IRON FENCE TO BE
r,

INSTALLED ON TOP OF WALL FOR FALL
STOP

OUTLET,

31.26 INV
s-4"
---
\ 37

PROTECTION
-N'I•�
A 1
000000000000
o
�.

TANK SUMP
s' -B"
00000
00000
000000000000000000000
0000000000000000000000�00000000000,
goo 'oo0
oovTOP MEDIA=30.60000
00000
00000
00000
000
,
000000000..
.00000000o

31.26 INV ®
��
19 00000
00000
00000
00000000000000000000 000000000000
000000000000000000000 000000000000,
0000000000000000000000000000000000
,00� �" " " " " 0000 000 �—
o000000000000000000000000a-
,000000000000000000000000o csJ.0000`b�
0000`��
0000
0 000000000.
,000000000
000000000.
,_)
i
TANK SUMP • •

PUMP OUTLET
• J \

2. INSTALL EMULSIFIED ASPHALT WATER—
00000
7,,,,,
00 0000000000000000000000000000000
0000000000000000000000000000000000,
o000000000000000000000000000000000
° °°`°`°°°°°°°°° 00000000!'?
oovBOT MEDIA -27.60 7vvvv0000w
,oo.. -. �000000000
oov°vV1
0000`�
.
000 000000
,000000000
o00000000�

29.04 35
TO CATCH PUMP OUTLET EX. C&G
BASIN
� O� �!�. i

a!

PROOFING (OR EQUIVALENT PER OWNERS

REQUEST
Ivvv.7v
.

INV
�, 31.051N V
14 31.30 INV
/ '� 31.01 FL
' '•..

TOP GRAVEL=2710
•••,, 1•..
a
.•,, ••,.
24 37

BASIN SUMP

3. INSTALL 2-#4 BARS AT THE TOP OF ALL
#
..- •..�.'-••. �:. •�..
,•.. , ��..

I
•
WALLS AND INSTALL 2-#4 BARS AT THE

PUMP OUTLET
}
ii l
36 INV�c
,
�♦ 31.25

4. CONCRETE TO BE 2,500 PSI AT 28 DAYS
•
•
........... ..............................
0 0 0.00.0c

SUMP PUMP IS NEEDED TO GET TREATED

22.90 INV
BOT. GRAVEL=22.60

22.70 22 00

RUNOFF FROM THE UNDER DRAIN OUT TO

BASIN UNDER DRAIN INV

5. AREAS OF FOOTINGS TO BE SUB -EXCAVATED
•
•
1'-0"
3 -INCHES OF CHOKER SAND PLACED ON

AND RECOMPACTED PER SOILS ENGINEERS
UNDERDRAIN - 6" PERFORATED INV INV RISCO CIRCLE. RISCO CIRCLE IS HIGHER THAN O 22.00 INV
36 TOP OF 3 -INCHES OF ASTM NO. 8 PVC, SLOPE AT 0.25% / 21.70 THE BOTTOM OF THE BIO-FILTRATION BASIN WALL SUB -DRAIN 31.30 INV 3

RECOMMENDATIONS
8 -
UNDER DRAIN 21.00
STONE (1/4 TO 1/2 -INCH PEA GRAVEL) INV
GEO-FABRIC PER SOILS OUTLET 6" SOLID INV

BASIN SUMP

21.70 INV PUMP OUTLET

6. INSTALL 4" PERFORATED SUBDRAIN AT 1.0%
GRAVEL SHALL BE CLEAN ENGINEER'S RECOMMENDATION P.V.C. AT 2.0% SUMP -PUMP OUTLET DETAIL 25 FORCED LINE FROM 3
MIN. WITH 1.5 CUBIC FEET OF GRAVEL PER
SUMP PUMP 37

FOOT OF WALL AND OMIT MORTAR AT

WASHED GRAVEL, AASHTO
#57 STONE PREFERRED. B

I O -RETENTION
BASIN
SCALE: 1 "=5'
311 .3333 INV

VERTICAL JOINTS OF FIRST EXPOSED COURSE
#4@8"
#4@8"
SCALE: 1"=5'
1'-0"
1•-9"
DETAIL
"A"

7. USE STANDARD GRAY PRECISION BLOCK
@ Heel
1'-0"
-.4111 10-411
3'-0"
@ Heel
SCALE: 1"=6'
4'-0"
2'-9"
►
4-0 ,„

2.-9"
CONSTRUCTION NOTES:
1O CONSTRUCT 4" A.C. PAVING OVER 8" CLASS II BASE IN DRIVE AISLES AND 3" A.C. PAVING OVER 5" CLASS II BASE IN PARKING AREAS PER SOILS REPORT.

NYLOPLAST 36" DRAIN BASIN: 2836AG - _X
O CONSTRUCT 6" CURB PER COUNTY OF RIVERSIDE STD. PLAN NO 204.

O 4" THICK CURB ADJACENT SIDEWALK PER RIVERSIDE COUNTY STD. 401 - PER SEPARATE PERMIT. (1, 2) INTEGRATED DUCTILE IRON

FRAME & GRATE/SOLIDCOVER
TO MATCH BASIN O.D.
4 CONSTRUCT CASE "D" CURB RAMP PER CO. OF RIVERSIDE STD. PLAN NO 403.

O
www.nyloplaat-us.com
ASTM D3212 FOR CORRUGATED HDPE (ADS N-12/HANCOR DUAL WALL),

REPRODUCTION OF THIS PRINT OR ANY INFORMATION
DATE 10-04-21
TITLE
29 INSTALL 48" WIDE UNDER SIDEWALK DRAIN PER CO. OF RIVERSIDE STD. PLAN NO. 309 - PER SEPARATE PERMIT.

N-12 HP, & PVC SEWER.
5 - ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0° TO 360". TO DETERMINE MINIMUM

CONTAINED HEREIN, OR MANUFACTURE OF ANY

ARTICLE HEREFROM, FOR THE DISCLOSURETOOTHERS

APPD BY NMH
DATE 10 6x21
3s' DRAIN BASIN OUICKSPEC INSTALLATIONDETAIL
30 INSTALL 6" SEWER LATERAL AT 2.0% MINIMUM GRADE.

ANGLE BETWEEN ADAPTERS SEE DRAWING NO. T001-110-012.

IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN
PERMISSION FROM NYLOPLAST. ,,morn?LOPL $T

DWG SIZE A
SCALE 1:40 SHEET 1 OF 1
DWG NO. 7001.110.528 REV B
31 INSTALL 1" DOMESTIC SERVICE.
@ INSTALL 1" IRRIGATION SERVICE.
@ INSTALL 4" FIRE SERVICE AND METER ASSEMBLY WITH BACK -FLOW PREVENTER PER 4TH STREET R/W

BEAUMONT-CHERRY VALLEY WATER PLATE
25'

34.5' PL
DIST. 7.
34 CONSTRUCT 4" THICK CONCRETE OVER COMPACTED NATIVE.
6'
6'
15' FL,
10'
VARIES
30'

3.3'
°
35 INSTALL 12" H.D.P.E. DRAIN PIPE AT 6.0% MINIMUM.
3 -
/
V,
11 f EXISTING PLANTER
36 INSTALL 4" P.V.C. DRAIN PIPE AT 1.0% MINIMUM TO CONNECT WALL SUB -DRAIN TO SUMP PUMP EXISTING C&G �2.O%)

2.0%M IN
MIN
15 FF=33.20
_

5.0%
PAD
1 20
37 INSTALL 6 NDS SPEE-D CATCH BASIN WITH 4 P.V.C. DRAIN PIPE - CORE THROUGH CONCRETE - - -
MAX
ii -32.53
16 U CHANNEL FOR SUMP PUMP OUTLET.
- - -
20%

4.3%-5.O%

2.0%
-
- -
•
O99 EXISTING ITEM (PER PLAN) TO BE PROTECTED IN PLACE. EXISTING GRADE fi - - - - - _
13 SECTION
- - - - - - _
_
w,
a
`D
SCALE: 1"=5' MIN. WITH 1.5 CUBIC FEET OF GRAVEL PER _

FOOT OF WALL AND OMIT MORTAR AT -
-
-
-

EXISTING
`PARKING LOT
I
PL
° 54.4'

•
36 R/W
VARIES (57.5' MIN.)
4'
RISCO
6'
CIRCLE

4.67'
19' FL

30.7'
VARIES
4'

9.2' FL
VARIES
6'

3.5'
20 2 1
5 1
FF=33.20
34 2
MIN
2 MAX
(2.0%)

EXISTING C&G
°
2 1.6%-3.7%
PAD=32.53

1.8%
1 5 1
-

1.5%
k
-_
-
-
w
X
-

3.9%-7.0%
_ -

EXISTING SIDEWALK
�m
_ - -: - - - - - - - -
- _
-
�`o
/
— — — \/ EXISTING GRADE
\- �� �� �� ��
INSTALL 4" PERFORATED SUBDRAIN AT 1.0%
MIN. WITH 1.5 CUBIC FEET OF GRAVEL PER EXISTING GRADE SECTION B - B
FOOT OF WALL AND OMIT MORTAR AT SCALE: 1"=5' W D I D# 8 3 3 C409483 \/CI�TI(`AI I(IINITC <1C CII�CT CYD(1CCFl rnl IIOCC

DIGA-LQZT
c '
((i?
4 Call 2 Working Days
Before You Dig!
8 BENCHMARK:

RIVERSIDE COUNTY BM C -3. - ---/----/---
INTERSECTION MILES SOUTH ALONG BEAUMONTAVE.AND AVE. FROM OF BEAUMONT E. 6TH ST.

APPROX. 37.0 FEET WEST OF THE CENTER LINE OF
BEAUMONT AVE. AT THE SOUTH ENT OF THE
BRIDGE CROSSING OVER HWY 60. 2.0 FEET EAST
OF SIDEWALK. 1.0 EAST OF 12 INCH CONCRETE
RETAINING WALL. ON THE SOUTH EDGE OF A
CONCRETE APRON. SET FLUSH IN THE CONCRETE
SURFACE, A BRONZE DISK MARKED C-3 1965.

ELEV. 2606.072
SEAL
DESIGN BY:

QE
V q
O ��
/,�.
..-\% O
i'•••
CJ * y
C' �P
�tigC1FORN �`L
CNOV.1809
Reviewed By: Date:

CITY OF BEAUMONT, CALIFORNIA
SHEET
OF 4
3 SHEETS
Staff Engineer
Recommended
for Approval B Date:
pp y
PRECISE GRADING 8c EROSION CONTROL PLANS FOR:

CORNER OF 4TH STREET 8e

RISCO CIRCLE
A P N 417-220-009
i
SITETECH INC.

DRAWN BY:
/
06 *�
QROFESS/oN
��° �PRD K ���
�� �
co
Exp. 6-63O-2866
�y e/vl� �`
o�
m
*
8O61 CHURCH ST. HIGHLAND CA 92346 PO BOX 592
PH; (9O9) 864-318O, FAX: (9O9) 864-085O
CHECKED BY:

Administrative Engineer
Approved By: Date:

SCALE:
09/18/25
FILE NO:

City Engineer/Director of Public Works
DATE:
of cA�\
BY
MARK

DESCRIPTION
APPR.

DATE
CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT 55OE. 6th St
ENGINEERING DIVISION Beaumont, CA 92223
TEL: (951) 769-852O FAX: (951) 769-8526
GRADING DETAILS 8c SECTIONS
PW2025-0167
JOB NUMBER:

BE ARD K. ER DATE
.C. E. 36866

ENGINEER

REVISIONS
CITY
age o

LEGEND: - - - - - - - - - - R/W
- - - �EX.
- -
- INDICATES EXISTING CONTOUR = - - -
X2400)-
-

INDICATES STREET CENTERLINE
- - - -
O FH
V
ESL

INDICATES CURB AND GUTTER
8" P.V.C. SEWER MAIN

INDICATES BOUNDARY LINE
-
— — —sio (25.1f Oa

INDICATES EXISTING SEWER LINE - -
- - - /INv
- - - - - -
PROPOSED SEWER LATERAL 36" R.C.P. STORM DRAIN SMH

I - - - - - -
- 8" P.V.C. SEWER MAIN

PROPOSED WATER SERVICE I
- -

INDICATES PROPERTY LINE - I SDMH
- - - _
- IMPROVEMENT -
- �- - CENTERLINE 4THSTREET, 1 0- -
- INDICATES FLOW LINE -� I

36" R.C.P. STORM DRAIN
►
- _ _
- - - R CENTERLIN N 817°
- -23 59 W 28_5.16' - -

INDICATES EXISTING CHAIN LINK FENCE
_
24" D.I.P. RECLAIMED WATER LINE 1 IMPROVEMENT CENTERLINE - -
- INDICATES EXISTING BLOCK WALL - - -
- -
1 -

I - R CENTERLINE TERM
- -2S - _
- INDICATES PROPOSED A.C. PAVEMENT I - 1- - - - - -
z - _
Q
:: .: .
- INDICATES PROPOSED CONCRETE 16" D.I.P. WATER MAIN I I D.I.P.- - — 3-2.4bTC
24" D RECLAIMED WATER LINE
w
7//////
-
- INDICATES PAVEMENT OVERLAY 31.•9FL - 23- 32.73T� I w
- 0579 -
FS _ EROSION CONTROL CONSTRUCTION NOTES:

32.31 FL
W W W
_
1 L
- INDICATES LANDSCAPE AREA EX. R/W - - - - - - WV
-
• 32.97 w
CONSTRUCT CHECK DAMS PER CASQA BMP SE -4 WITH FIBER ROLLS PER CASQA

FF - INDICATES FINISH FLOOR FS
- _1
o 0 °: 16" D.I.P. WATER MAIN
- FS
EX. R/W 33.5
�_
0 BMP SE -5 OR GRAVEL BAGS. ARROW DESIGNATES SPILLWAY LOCATION. CHECK SQ. FT. - INDICATES SQUARE FEET - - -
------------- `:._
TYP. - INDICATES TYPICAL
----------------
N 87°23'59" W 230.16' ■ ■
• 0 iv N
DAMS REQUIRE PERIODIC SEDIMENT REMOVAL. (SEE DETAILS THIS SHEET) j27.20
INV 1 71
(33 �
2 CONSTRUCT STAB LIZED C NSTRUCTION ENTRANCE PER CASQA BMP TC-1_ I 0; T:RL S ,

EG - INDICATES EXISTING GRADE

------------
���
6�T
Q
o�
+
:3 .s `.`.`.`.`.`.`.`.`.`.`.`: 1 `.i ,52,JOES
3 - ° . A°

3 BMP SE -1.
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DETAILS THIS SHEET)

3.82FS 32.92FS .'

31.33EG
• •11�� 0.3%
+ ` `

32.32FS
�1 32. 2FS
�O RED.

I
(SEE
. . . . . . ..`.

HP - INDICATES HIGH POINT ` 3
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`-` ` : ..;..
s
,

_ N
o
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,
.=
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----=--�
.`33.16.`.•.`
8 3
32 OT co 4
Z
CONCRETE WASH -OUT PER CALIFORNIA STORM WATER BMP HANDBOOK WM-8.

SN - INDICATES SIGN 33.00 TW
=.*_�
.
.. .`. .`:•'
1 1
1 i
:.

R
o°

32.78FL
�„

32.50 1.2%
.`
.. . . .
b�
r7 � � i•: 32.60TC
� FL
.3 •.4X5 .�

L/S - INDICATES LANDSCAPING 30.33 TF
FL I

1.1 �
• oI
r•�
•`•33:03TC

I
-

SLV INDICATES STREET LIGHT VAULT I
-�
: i:5 ..`'
SW 0.6' �.
'
1 6%
.. . 325i3ES ..
•
I
5 FENCED STORAGE AND DELIVERY AREA PER CALIFORNIA STORM WATER BPM I

33.20 SW
•>, �..
"'I ,.1: •
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I
HANDBOOK WM-1
SL - INDICATES STREET LIGHT ^ *

0.o'

32.97TC

33.45T0
'
..; .: • • - �
. ` ''' ` '` ''
FF FS
INV W ``.� �

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:,%� 32.95FS
` �
, »
N 2°36 01 E 15.00
,
.

SMH - INDICATES SEWER MANHOLE
.� 4
. :: :: : :. .: '.:

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1 #

I
6 PORTABLE TOILET AREA WITH SECONDARY CONTAINMENT PER CASQA BMP WM-9. ' 33.20 ::�

WB - INDICATES WATER HOSE BIB I

30.99) to
FS 2.1%
•� I
3 EG •
:1.'••-•

31.75 7
-
DUMPSTER/DISPOSAL AREA PER CASQA BMP WM-5.
— o
BFP INDICATES BACK -FLOW PREVENTER 1 33.20
1 &�
o.
,

33.67 33.29TC 3'.41
FL
I':.. ::. ..

COL — INDICATES COLUMN FF FS 33.06 TC
....

30.33 TF 32.79FL 3L
ASPH - INDICATES ASPHALT I 33.20 I;:
; 32.56 FS
I 1
5 I

VMH - INDICATES VERIZON MANHOLE P/L I I
l.:

UC - INDICATES UTILITY CABINET I 1
,1.•
EM - INDICATES ELECTRICAL METER '�
- °°'
... d_.

33.06 TC

32.58T•
I
= :• 32.56 FS
\32.08F`••,
,
�
o
,•
FH INDICATES FIRE HYDRANT o, 1.9%

31.66 ,
I
:.,
I
LS - INDICATES LIGHT STANDARD `—
2531 •,

�j
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1.1%
.:
�
MB — INDICATES MAILBOX w
� 32.90 C
�,
I
of
d
01 APN: 417-220-009
111'�I� ..:'f:

3.0% 32.40FS
�,
I
/ n
I

TR - INDICATES TRANSFORMER I
`�[
'. :

EX. R/W
( J
I
o
I
�,
"D"

SCO - INDICATES SEWER CLEANOUT N
:I:
::; :`33:4�7T . �`;
\
N � I 32.97FC'.

B - INDICATES BOLLARD ;0 !
[1
''� �'
FF=33.20
4 °
I
..
, o
.: �, L=127.42
o
o
I Q
•
, R=330.00
•.-

TE INDICATES TRASH ENCLOSURE
PAD -32.53 -
o
O
I
94144110.044;!? ..-:..
; �., : ,•:• .•!.

33.08TC a
;` .

33.27TC 22°07 26 0
o
�' •' �� •�•' �.• •�.•
PIV - INDICATES TRANSFORMER Z 32.58FL
Z

FDC - INDICATES SEWER CLEANOUT

32.77FSN �, M N
"' ', 11
\
o
\
•' •!' •! •,.•%-,..•!rte- •0,4•
y. -:' • •eloe4• •. ••if
10 •,•••;!••,!.�•

WIDTH AS REQUIRED

TO ACCOMMODATE
US - INDICATES UNKNOWN UTILITY STUB Q 30.36 I

32.71TC
,:�:.
`''' N °

31.55 N
-,;-,•,�-,
• •'' •!• ••- ••:�-••. j,�-z�j, -
s

ANTICIPATED TRAFFIC
EG 31%

32.21 FS
``
Q
FL \ N o
••. -
• • •�`-�•• ••.:•-
••.��•
CLF - INDICATES CHAIN -LINK FENCE • 32.67TC
I :
• l•
II w
•-�S� ,•0 •••. •i�-'•.
•
\
T.P. - INDICATES TOP OF PONDING 33.67 TW I 33.05TC �::

32.17FS

32.78FS I

7.0% :••

T.M. - INDICATES TOP OF MEDIA 29.67 TF I 32.55FL
I
' 32.83TC

5.0% •
..

Q
R/W w

33.23TC IJ 1 SEX. R/W
P. "D"
N

COURSE AGGREGATE

FILTER FABRIC
BOT. - INDICATES BOTTOM OF GRAVEL/BASIN .}`
I I
•

3.08FS
.`.

32.19 32.33FS 32.73FS r

SUPPLY WATER TO WASH
J

33.20 FS 2.5% `�33
�

WHEELS IF NECESSARY.

FF/FS
I

33.22 TC i \
b
` ;j

31.62FS
k. 50 MIN

33.0 32.76FS
FF
50 1.5%
��:,
,. .,.
�3 2.45

CRUSHED AGGREGATE GREATER
• NOTE:
,n
"01
••{. 33.20
'
3 '.10 s,..

FL
• Q
4 �
�; . FL

CONSTRUCT SEDIMENT BARRIER
THAN 3" BUT SMALLER THAN
I
FS
I
, `
6" PER CASQA BMP TC-1
1, FF FS
I'
Q

3.20 \ \ AND CHANNELIZE RUNOFF TO
� ; F' SEDIMENT TRAPPING DEVICE
� �� �� ��
"D"-"D"

SECTION D - D
'
.
1 \ �� 7•T

4.1%
�. ..

32.63T�

3.o%
\ \

33.20 43 OFS
'
«Ii

32.80TC
Su' FF FS

32.20TC
N
• 31.45 s
2 STABILIZED CONSTRUCTION

ENTRANCE
29 86 O

31.70Fs
. w

EG I 32.30FL
N
6 +
6 FT.

33.00 •
.2

NO SCALE

SANDBAG

33.7%t FF FOS
29 O0 TF ..*--,,,L..,' I II
• .46 \
(TYP.)
132`8- - 32.40TC
7 \coAc;..:::Yz.:.

F
. . .

31.90FL
1 29.71

33.13 •
•
6 . . . . .`.`.
\
EG . . . . . . . . .
• FS «' 2.82
3 - 35° , _ \
ETC r.• . F cxi
�Ill�d �1ll�d �U11d

33.00 . . . . . . . . . . .
\ 5. _
'

SETBACK
32 04TC NI -c30,,
___
i
. . . . . .
• �e , , , , , •.� •
s o 31.87TC 31.435169_5-5 %
�i1
�• _ .. _. 3 1.54 FS VARIES
6 ° :�'•
\
`n1 r 31.37FL
�•'" : -- �' •
\\
» »
2x2 WOOD
1N�!`.

32.11 TC
_ _-
_ ..
\
. . .
\
''-- -"_"� '' � ''' � ''' � ''' � ''' � ''' � ''' � ''' , ' '' '\ .`_

31.8• 61 FL
C
1 5l°
_ I•
STAKE
'I
I . . .`
. . . . �%
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,___. _, ,_ �—�- � N 19°31 28 W c,�
—�1/—
BERM
{� • ,. . �\• F

1.92TC
_
-" ",-�= , , , = 31.35 ''' ,I, ''' ,I, ''' ,I, ''' ,i, '' ,i, ' q, '' ,i TOE OF r
24 4
I�•' . .—.. _ �- 3
- ��-
, ' , ,
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0.60 , , , , , 8.07
�„ •°
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31.42FL��. !� "►'`
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T.M.=3 i i i SLOPE
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SL
'O
2x2 WOOD
A
-- -- -- - - . - - � •�
A - - • . _ --
ROT. 4 I ` i i'",r

31.051NV
♦
SILT
FENCE
��
_ _

32.33 TW 26.38 _ .�. -_-_-_-_-_
o- i i 4' i i I� AA �i G
�UII'W- \
.STAKE
. ���. :
_ - •n
„
FABRIC
10 MIL

25.67 TF EG
g F� �� 26.35
FG_. -
FL
_ _ __.._____-___--_-_�_ ..._ � 1, O. 5% X1.01
• SLOPE
6 SEE DETAIL
A
(
N

PLASTIC
1 vg o EG
87°23 59" 293.79' ..- oB----�--
W
----------- — — ,-_---,-:--7--. c11
GV n
B°
oj�,.. °B °B
_-/�' 531^
----- � 2 �`
\
��
FABRIC
LINING
Bo B B P/L
(` B°
--- -- =— �� �� �
_
•^� °B
�•
VZ 28.:4 ✓ 22.
��
��
I 32.33 TW PROPANE
,?� g°
_! �, \

25.67 TF e g g

32.33 TW 32.33 TW °B
"`� G �` LW \� \
°B
B° B°
�i 30.4• 03s co
e. 25.67
TF 26.33 TF
;�� 31.04 TG!
�° B,
0 INV \ \
° ° B,
27 67 TF
O
►

32.33 W

29.67 TF \�
�
�
I

\
�1L11d �"ILl1d �"ILl1d
SEE DETAIL "A" --, \
ON SHEET 3 6
6„
APN 417-220-039
\-
.
& FLAGGING PLAN SANDBAG
EX. R/W 2
_l_LATH

FIBER ROLL
\ SECTION A -A

DETAIL A
ON ALL SIDES (TYP.) SLOp
10 MIL PLASTIC �qR,�s
8 MIN.

LINING vy \V
//\

SILT FENCE DETAIL
OVA/VA/V�/vv
2 BAGS
MIN. / �. NO SCALE
''F''
<,� � � � � � \/
/\
�
2 MIN.

SECTION -''F''
-\�!,<\ A � �!a��:a��;��
��/� \ ��
/
•,

SECTION A- A
4" MAX.
,\j\\\ \
/\\\�\�//j\� j\%�///
3" MIN. OPENING BETWEEN

GRAVEL BAG BAGS ON THE TOP ROW
UNLESS OTHERWISE NOTED.

N
3/4" X 3/4" WOOD
TYP.
..--/ "F"

CONCRETE WASHOUT DETAIL
4 „- ,
STAKE MAX 4' SPACING

OVERLAPPING
SCALE. 1 -20
LEVELS �C°
-

NOT TO SCALE
FIBER

ROLL DETAIL
F
10 0 10 20 NO SCALE

GRAVEL BAG PLACEMENT DETAIL
NO SCALE NOTE:

ADD 2500 TO GRADES SHOWN.

W D I D# 8 33C409483
BENCHMARK:

RIVERSIDE COUNTY BM C-3.

0.25 MILES SOUTH ALONG BEAUMONT AVE. FROM
INTERSECTION OF BEAUMONT AVE. AND 6TH ST.

APPROX. 37.0 FEET WEST OF THE CENTER LINE OF
BEAUMONT AVE. AT THE SOUTH ENT OF THE
BRIDGE CROSSING OVER HWY 60. 2.0 FEET EAST
OF SIDEWALK. 1.0 EAST OF 12 INCH CONCRETE
RETAINING WALL. ON THE SOUTH EDGE OF A
CONCRETE APRON. SET FLUSH IN THE CONCRETE
SURFACE, A BRONZE DISK MARKED C-3 1965.

ELEV. 2606.072
SEAL
DESIGNBY:

BE,4�/
2 %
"-"
V * ~
Reviewed By: Date:

CITY OF
3EAUNONT,

CALIFORNIA
SHEET
OF 4
SHEETS
- ----7------ —
Staff Engineer
Recommended 4
for Approval By: Date:

PRECISE GRADING & EROSION CONTROL PLANS FOR:

CORNER OF 4TH STREET 8c

RISCO CIRCLE
APN 417-220-009
DIGA-141ZT
D
a
'°
Call 2 Working Days
Before You Dig!
U
'' ' Q
S
8061 CHURCH ST. HIGHLAND CA 92346 PO BOX 592
PH; (909) 864-3180, FAX: (909) 864-0850
CHECKED BY:

Administrative Engineer
Approved By: Date:

SCALE:
�/�
` 09/18/25
�Cq �P
C1FOF1N9�`L
FILE NO:

City Engineer/Director of Public works
DATE:

Cl.

CF CAL NOV.18�
BY
MARK

DESCRIPTION
APPR.

DATE
CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT 550E. 6th St
ENGINEERING DIVISION Beaumont, CA 92223
TEL: (951) 769-8520 FAX: (951) 769-8526

EROSION CONTROL PLAN
PW2025-0167
JOB NUMBER:

BE ARD K. ER DATE
C.E. 36866

ENGINEER

REVISIONS
CITY
age $2u o

Appendix 3: Soils Information
Geotechnical Study and Other Infiltration Testing Data
- 32 -

SoCal-PE r
Professional Engineer
PLANN'NG•SURVEYING•LAN0 DEVELOPMENT
CIVIL ENGINEERING•CONSTRUCTION MANAGEMENT
.411RAIEVERIIIAKESA
SoCal Professional
Engineers, Inc.

Serving all Southern California
229 Cajon St., Ste.#2, Redlands, CA 92373 909.271.3135
December 7, 2023
Mr. Larry Aguilera
320 E. 3rd Street
Beaumont, California 92223
SUBJECT: ONSITE STORMWATER INFILTRATION SYSTEM INVESTIGATION Proposed Commercial Building
Risco Circle, APN 417-220-009 1.2+ Acres
Beaumont, Riverside County, California
Work Order No. 1652301.00
Mr. Aguilera:

In accordance with your authorization, we have conducted percolation testing for the infiltration system proposed for the subject property. The purpose of our investigation was to provide infiltration rates for the proposed infiltration systems.

Site Description
Attached as Plate 1, the Infiltration Test Location Map utilized the 20 -scale," Site Plan" prepared by SiteTech, Inc. of Highland CA, showing the approximate location(s) of the infiltration tests on the site. The subject site is located south of 4th Street west of Risco Circle. in the City of Beaumont, Riverside County, California. The geographical relationships of the site and surrounding area are depicted on our Site Location Map, Figure 1.

At the time of our investigation, the site was vacant as shown on the Site Plan. Vegetation on the subject site consisted of minor weeds. Topographically, the site consists of nearly level terrain with gradients of approximately 5 percent to the south toward the adjacent. Overall relief on the subject site, is approximately 5 -ft.

Percolation/Infiltration Investigation
Percolation/infiltration testing was conducted on October 18, 2023. Two tests were performed within the project area within the existing native soils. The test locations are depicted on the Infiltration Test Location Map, Plate 1. Two separate shallow borings were excavated, and two percolation tests were performed at depths corresponding to the depth of the proposed infiltration system. Additionally, an exploratory boring was advanced to a total depth explored of 15 -ft below the ground surface. (bgs).

SoCal Professional Engineers, Inc.

W.O. NO.1652301.01

Risco Circle, Beaumont
December 8, 2023

The exploratory excavation indicates that the area of the proposed system is underlain by Quaternary Aged Older Surficial Deposits, (map symbol Qoa) (Dibblee Jr., 2003). This unit was overlain by undocumented fill and extended to the total depth explored of 15 -ft bgs (B-1).

Soils were visually classified according to the Unified Soil Classification System as silty Sand (Unified Soil Classification — SM) described as dark brown, fine to coarse grained, gravelly, slightly moist, and loose becoming denser with depth. This unit extends to the maximum depth explored of 15 ft below the existing ground surface.

Detailed descriptions of the onsite units are presented on our exploratory trench logs included in Appendix B.

LABORATORY TESTING PROGRAM
Sieve analysis testing was performed on a soil sample representative of the earth materials exposed in the near surface soils at depths of 0-5ft were 42 -percent passing the #200 sieve. The test results are included in Appendix C, Laboratory Test Results.

GROUNDWATER
Groundwater was not encountered within our exploratory boring/trench, which were advanced to a maximum depth of 15 -ft bgs in area of the proposed building pads. Historic high groundwater in the area is reported at a depth of +200ftbgs (U.S.G.S. Scientific Investigations Report 2006-5026),

SUMMARY OF TEST PROCEDURES
The testing procedure was performed in accordance with Riverside County Depatlment of Environmental Health's "Local Management Program for Onsite Wastewater Treatment Systems", which became effective October 5, 2016, and the resulting perc rates were converted to infiltration rates utilizing the Porchet Method as outlined in the Riverside County Flood Control and Water Conservation District, "Design Handbook for Low Impact Development Best Management Practices" dated September 2011. The percolation tests were performed at depths within the underlying soils corresponding to the proposed system. Procedures for normal soils were followed.

SoCal Professional Engineers, Inc.

W.O. NO.1652301.01

Risco Circle, Beaumont
December 8, 2023

Conclusion
Testing indicated infiltration rates at the proposed bottom of the systems within the native soils obtained consistent rates. The percolation rate was converted to infiltration rate utilizing the Porchet Method. The rates provided do not include a safety factor. The exploratory boring location and test locations are presented on our Test Location Map, Plate 1.

PERCOLATION
TEST NO.

DEPTH

OF TEST

INFILTRATION
RATE (In/Hr)
1 5 -FT

1.55 2
5 -FT

1.22 CLOSURE
It should be noted that infiltration rates determined by testing are ultimate rates based on short - duration field test results utilizing clear water. Infiltration rates can be affected by silt build-up, debris, degree of soil saturation, and other factors. An appropriate safety factor should be applied prior to use in design to account for subsoil inconsistencies, possible compaction related to site grading, and potential silting of the percolating soils. The safety factor should also be determined with consideration to other factors in the system design, particularly storm water volume estimates and the safety factors associated with those design components.

LIMITATIONS
The tested rates are representative for the areas and soil types tested. Should the systems be moved, or the exposed soil types are found to different within the proposed systems, the approved infiltration rates may not apply. Our investigation was performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable Geotechnical Engineers and Geologists practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report.

The report is issued with the understanding that it is used only by the owner and it is the sole responsibility of the owner or their representative to ensure that the information and recommendations contained herein are brought to the attention of the architect, engineer, and appropriate jurisdictional agency for the project and incorporated into the plans; and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations contained herein during construction and in the field.

The samples taken and used for testing and the observations made are believed representative; however, soil and geologic conditions can vary significantly between test locations. The evaluation or identification of the potential presence of hazardous or corrosive materials was not part of the scope of services provided by SoCal Professional Engineers, Inc., or its assigns.

SoCal Professional Engineers, Inc.

W.O. NO.1652301.01

Risco Circle, Beaumont
December 8, 2023

The findings of this report are valid as of the present date. However, changes in the condition of a property can occur with the passage of time, whether due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and revision as changed conditions are identified. The firm that performed the geotechnical investigation for this project should be retained to provide testing observation services during construction to maintain continuity of geotechnical interpretation and to check that the recommendations presented herein are implemented during construction of improvements.

If another geotechnical firm is selected to perform the inspection services during construction operations, that firm should prepare a letter indicating their intent to assume the responsibilities of project geotechnical engineer of record. Selection of another firm to perform any of the recommended activities or failure to retain the undersigned to perform the recommended activities wholly absolves SoCa1 Professional Engineers, Inc, the undersigned, and its assigns from any and all liability arising directly or indirectly from any aspects of this project.

We appreciate the opportunity to be of service. Limitations and conditions contained in reference documents are considered in full force and applicable. If you have any questions, please do not hesitate to call our office.

Respectfully Submitted,
SoCal Professional Engineers, Inc.

Khaled S. Farah
Civil Engineer, RCE 83128

ATTACHMENTS
Plate 1 — Infiltration Test Location Map
Appendix A —References
Appendix B — Boring Log
Appendix C- Laboratory Test Results
Appendix D- Test Data Sheets & Porchet Conversion Results SoCal Professional Engineers, Inc.

W.O. NO.1652301.01

APN 417-220-041
P/L
CONSTRUCTION NOTES:
0 0
0 0
0 0
0 0
0 10
11 12
13 14
15 16
17 18
99 N
rn
R=15'(TYP.)
ROLL
GATE

PROPOSED
CURB (TYP.)
P/L

PROPOSED

COMMERCIAL
DRIVE

APPROACH
CONSTRUCT A.C. PAVING.

CONSTRUCT 6" CURB PER COUNTY OF RIVERSIDE STD. PLAN NO 200.

CONSTRUCT SIDEWALK OVER NATIVE.

CONSTRUCT CURB RAMP.

CONSTRUCT 3' WIDE LONGITUDINAL GUTTER PER S.P.P.W.C. STD. 122-2.

PROVIDE CURB OPENING FOR DRAINAGE INLET AND OUTLET.

INSTALL UNDER SIDEWALK DRAIN PER RIVERSIDE STD. PLAN NO. 309.

INSTALL 2,977 CUBIC FEET ADS MC -3500 UNDERGROUND INFILTRATION BASIN DMA -1 (2,897 C.F. REQUIRED) OR APPROVED EQUAL.

PARKING LOT SIGNAGE AND STRIPING, PER ARCHITECTURAL PLANS.

INSTALL ADA ACCESSIBLE PARKING STALL, PER ADA REQUIREMENTS.

CONSTRUCT COVERED TRASH ENCLOSURE, PER SEPARATE PERMIT.

CONSTRUCT DRIVE APPROACH PER COUNTY OF RIVERSIDE STD. PLAN NO 207A.

INSTALL STORM DRAIN LINE AT 0.5% MIN.

INSTALL 24" X 24" OLD CASTLE CATCH BASIN, PRODUCT NO. 2424CB OR APPROVED EQUAL.

INSTALL AREA DRAIN.

CONSTRUCT 6" CURB & GUTTER PER COUNTY OF RIVERSIDE STD. PLAN NO. 200.

CONSTRUCT 6' WIDE CROSS GUTTER PER SPPWC STD. 122-2.

GRIND 8c OVERLAY EXISTING PAVEMENT 0.1' MIN. DEPTH.

EXISTING ITEM (PER PLAN) TO BE PROTECTED IN PLACE.

S 8723 59 E 293.79
FOR

H STREET
S3

CURB & GUTTER
S 87'23'59" E 230.16'
52,220 SQ FT / 1.20 ACRES
APN: 417-220-009

PROPOSED WAREHOUSE
16,014 SQ. FT.

PAD=32.53
116.00'
R/W
APN 417-220-039

BASIS OF BEARINGS

THE BEARINGS ON THIS MAP WERE BASED ON THE CENTERLINE OF FOURTH STREET AS SHOWN ON PARCEL MAP NO.28348 FILED IN BOOK 201, PAGE 72 OF PARCEL MAPS.

BEARINGS BEING NORTH 8T 23' 59" WEST

BENCHMARK
RIVERSIDE COUNTY BENCHMARK:

C-3
DESCRIPTION: 0.25 MILES SOUTH ALONG BEAUMONT AVENUE FROM THE INTERSECTION OF BEAUMONT AVENUE AND SIXTH STREET. APPROXIMATELY

37.0 FEET WEST OF THE CENTER LINE OF BEAUMONT AVENUE. AT THE SOUTH ENT OF THE BRIDGE CROSSING OVER HIGHWAY 60. 2.0 FEET EAST OF SIDEWALK. 1.0 EASET OF 12 INCH CONCRETE RETAINING WALL. ON THE SOUTH EDGE OF CONCRETE APRON. SET FLUSH IN THE CONCRETE SURFACE, A BRONZE DISK MARKED C-3 1965.

ELEVATION: 2606.072'
SMH
0 RECONSTRUCT

ADA RAMP
WV
V\/(.:./ 0
00 Wv
& GUTTER
EWALK
I\ THE CITY OF 3EAUh 0\T

CONDITIONAL USE PERMIT

SITE PLAN
PARCEL 9 OF PARCEL MAP NUMBER 28348 IN THE CITY OF BEAUMONT, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA. LOCATED IN A

SUBDIVISION OF A PORTION OF THE NORTH HALF OF THE SOUTHWEST QUARTER OF SECTION 9, TOWNSHIP 3 SOUTH, RANGE 1 WEST, SAN

BERNARDINO BASE AND MERIDIAN, AS SHOWN ON MAP FILED IN BOOK 201, PAGES 72 THROUGH 74 INCLUSIVE OF PARCEL MAPS, IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY.

SITETECH, INC.

OWNER/APPLICANT:

MR. LARRY AGUILERA
320 E. 3RD STREET
BEAUMONT, CA 92223
PH: (951) 538-9424
SoCal Professional Engineers, Inc.

Infiltration Test Map
WO1652301.01 December 2023 Plate 1
1 Approximate Location of Exploratory Trench
P62
I Apprccecimate Location of
� Percolation Test

PROPOSED

COMMERCIAL
DRIVE

APPROACH
TYP.)
- 253
LEGEND:
z
0 - INDICATES

INDICATES

INDICATES

INDICATES

INDICATES

EXISTING CONTOUR

EXISTING PROPERTY LINE

EXISTING RIGHT OF WAY LINE

PROPOSED RIGHT OF WAY LINE

MAP BOUNDARY LINE
- INDICATES LANDSCAPE AREA
NOTES:

AUGUST, 2023
ENGINEER/MAP PREPARER:

SITETECH, INC.

PO BOX 592
8061 CHURCH STREET
HIGHLAND, CA 92346
PH: (909) 864-3180

1. THE PROPOSED PROJECT IS FOR A WAREHOUSE FACILITY.

2. ASSESSOR'S PARCEL NUMBER: 417-220-009.

3. THIS PROJECT SIZE IS 1.20 NET ACRES.

4. EXISTING AND PROPOSED ZONING IS M (MANUFACTURING).

5. LAND USE OF ALL SURROUNDING PROPERTY TO THIS PROJECT: MANUFACTURING NORTH MANUFACTURING - EAST / STEEL SUPPLY - SOUTH / PROPANE SUPPLY & VACANT - WEST.

6. THERE ARE NO NEW STREETS PROPOSED WITHIN THIS DEVELOPMENT.

7. NO REGULATED TREES WILL BE REMOVED AS A PART OF THIS PROJECT.

8. THE AVERAGE SLOPE OF BOTH FEASIBLE ACCESS ROUTE AND FEASIBLE BUILDING SITE DOES NOT EXCEED TEN PERCENT (10%).

9. FOR COMPLETE LEGAL DESCRIPTION, SEE TITLE REPORT.

10. TOPOGRAPHIC MAPPING WAS OBTAINED FROM A FIELD SURVEY PERFORMED BY SITETECH, INC. IN MARCH, 2023.

TOTAL BUILDING AREA:
17,819 SQ. FT.

UTILITY PROVIDERS:

CITY OF BEAUMONT:

FRONTIER COMMUNICATIONS:

SOUTHERN CALIFORNIA GAS COMPANY:

BEAUMONT-CHERRY VALLEY WATER DISTRICT:

SOUTHERN CALIFORNIA EDISON COMPANY:

UNDERGROUND SERVICE ALERT:
7 PROSPERITY WY
O RoFESS/ON
co m
E.; NO. 36866
e Exp. 6-30-24
CIv1�\-\`
OF CAS-\
m
m
*
60 O
U
SITE
(951) 769-8520
(800) 483-4000
(800) 427-2200
(951) 845-9581
(800) 655-4555
(800) 227-2600
10 U)
J
O
W 4TH ST

VICINITY MAP

NO SCALE
S/TETECA/ /NC.
8061 CHURCH ST. HIGHLAND CA 92346 PO BOX 592
TELEPHONE (909) 864-3180
08/01/23
BE F HARD MAYER R.C.E. 36866 DATE
L.S. 7319

APPENDIX A
References
SoCal Professional Engineers, Inc.

W.O. NO.1652301.01

REFERENCES
CDM Smith, Inc. 2013, "Technical Guidance Document for Water Quality Management Plans" dated June 7, 2013.

Department of Water Resources Website, 2018, "Groundwater Data Section".

Riverside County Depai lment of Environmental Health, 2016, "Local Management Program for Onsite Wastewater Treatment Systems", effective October 5, 2016.

Riverside County Flood Control and Water Conservation District, 2011, "Design Handbook for Low Impact Development Best Management Practices" dated 9, 2011.

Riverside County, Graphic Information Services (GIS), Map My County.

Morton, D.M., 2004, "Preliminary Digital Geologic Map of the Santa Ana 30' x 60' Quadrangle, Southern California (Version 2.0)", U.S. Geological Survey in Cooperation with the California Geologic Survey, Open -File Report 99-172, Scale: 1" = 100,000'.

SiteTech, Inc, 2023, "Conditional Use Permit/Site Plan, APN:417-220-009, Risco Circle.

Beaumont CA 92223", scale 1" = 20', dated August 2023.

Dibblee Jr., Tomas W., 2003 "Geologic Map of The Beaumont Quadrangle, Riverside County, DF-114,", Scale: 1" = 24,000'.

U.S. Geological Survey, In Cooperation With San Gorgonio Pass Water Agency, 2006," Geology, Ground -Water, Hydrology, Geochemistry, and Ground -Water Simulation of the Beaumont and Banning Storage Units, San Gorgonio Pass Area, Riverside County, California Scientific Investigations Report 2006-5026".

U.S.G.S., Morton Douglas, M., 2003, "Geologic Map of the Riverside East / South 1/2 of San Bernardino South Quadrangles, San Bernardino & Riverside County, Quadrangle", DF-109, Scale:
1:24,000.

SoCal Professional Engineers, Inc.

W.O. NO.1652301.01

APPENDIX B
Exploratory Boring Log
SoCal Professional Engineers, Inc.

W.O. NO.1652301.01

LOGGED BY: JRH
METHOD OF EXCAVATION: BACKHOE
EQUIPPED W/ 30 -INCH BUCKET
ELEVATION: ±
10/17/2023
LOCATION: SEE PLOT PLAN

CLASSIFICATION

BLOWS/FOOT

BULK SAMPLE
wo
O Z
28 TRENCH LOG NO. 1

DESCRIPTION

SOIL TEST
5 10
15 A
V
n
V
UNDOCUMENTED ARTIFICIAL FILL(Quf)
SILTY SAND (SM). DARK BROWN, FINE TO COARSE GRAINED,

MEDIUM DENSE, SLIGHTLY MOIST
LOOSE IN UPPER 3FT
OLDER SURFICIAL SEDIMENTS(Qoa)
SILTY SAND (SM): BROWN, FINE TO COARSE GRAINED,ABUNDANT

GRAVEL MINOR COBBLE, MEDIUM DENSE, SLIGHTLY MOIST

BECOMING COARSER WITH DEPTH
20 25
30 35
40 TOTAL DEPTH 15.0'

NO GROUNDWATER
SEIVE
JOB NO: 1652301.01

LOG OF TRENCH
FIGURE: B-1

APPENDIX C
Laboratory Test Results
SoCal Professional Engineers, Inc.

W.O. NO.1652301.01

0 m
z
rn
cn
N
W
O
GRAVEL
SAND
SILT
CLAY
COARSE
MEDIUM
FINE
SIEVE SIZES- U.S. STANDARD
20 40
co
100
10 0.1

PARTICLE DIAMETER- MILLIMETERS
BORING NO.

DEPTH, FT.

SYMBOL

LIQUID LIMIT

PLASTIC INDEX

CLASSIFICATION
B-1
5-12
o
SM

APPENDIX D
Test Data Sheet & Porchet Conversion Results
SoCal Professional Engineers, Inc.

W.O. NO.1652301.01

Leach Line Percolation Data Sheet
Project: RISCO CIRCLE
Job No.

WO1652301.01
Test Hole No.
1 Date Excavated:
10/17/2023
Depth of Hole:
40 inches
Soil Classification:

SC
Check for Sandy Soil Criteria Tested by
Date:

Presoak Date: 10/17/2023
Actual Percolation Tested by:

JRH
Date:
10/18/2023
Sandy Soil Criteria Test
Trial No.

Date
Time
Time Interval
(Min)
Initial water level
(Inches)
Final Water Level
(Inches)
Diff. in Water
Level (Inches)
1 0
0 2
0 0
Use: 5 GALLON PRESOAK/NORMAL Soil Criteria
Trial No.

Time Interval
Time
Initial Water Level
Final Water Level
Water Level
Percolation Rate
(Min)
(Min)
(Inches)
(Inches)
(Inches)
Min/Inch)
7:41
30 30

40.0 26.75

13.25 2.3
8:11
8:11
30 60

40.0 30.50

9.5 3.2
8:41
8:41
30 90

40.0 31.33

8.675

3.5 9:11
9:11
30 120

40.0 31.63

8.375

3.6 9:41
9:41
30 150

40.0 32.00
8 3.8
10:11
10:11
30 180

40.0 32.25

7.75 3.9
10:41
10:41
0 N/A
0:00
0 N/A
0:00
0 N/A
0:00
0 N/A

Leach Line Percolation Data Sheet
Project: RISCO CIRCLE
Job No.

WO1652301.01
Test Hole No.
2 Date Excavated:
10/17/2023
Depth of Hole:
40 inches
Soil Classification:

SC
Check for Sandy Soil Criteria Tested by
Date:

Presoak Date: 10/17/2023
Actual Percolation Tested by:

JRH
Date:
10/18/2023
Sandy Soil Criteria Test
Trial No.

Date
Time
Time Interval
(Min)
Initial water level
(Inches)
Final Water Level
(Inches)
Diff. in Water
Level (Inches)
1 0
0 2
0 0
Use: 5 GALLON PRESOAK/NORMAL Soil Criteria
Trial No.

Time
Time Interval
Initial Water Level
Final Water Level
Water Level
Percolation Rate
(Min)
(Min)
(Inches)
(Inches)
(Inches)
Min/Inch)
7:45
30 30

40.0 28.75

11.25 2.7
8:15
8:15
30 60

40.0 31.25

8.75 3.4
8:45
8:45
30 90

40.0 32.50

7.5 4.0
9:15
9:15
30 120

40.0 33.13

6.875

4.4 9:45
9:45
30 150

40.0 33.50

6.5 4.6
10:15
10:15
30 180

40.0 33.75

6.25 4.8
10:45
10:45
0 N/A
0:00
0 N/A
0:00
0 N/A
0:00
0 N/A

PORCHET METHOD -CONVERSION OF PERCOLATION

RATE TO INFILTRATION RATE
PERC TEST NO:

NO 1
LEGEND

REQUIRED ENTRY

CALCULATED ENTRY
Company Name: SOCAL PROFESSIONAL ENGINEERS
DATE: 10/17/2023
CASE: RISCO CIRCLE
RATE
8 inches
30 minutes
40 inches

32.25 inches
inches
. inches
Designed By: JRH

PERCOLATION TEST CONVERSION TO INFILTRATION
THE CONVERSION EQUATION USED IS:
dh(in) x 60(min/hr) x r(in)
IT(in/hr)= dt(min) x [r(in) + 2hAvG(in)]
Hole Radius r=
Time Interval dt=
Initial height of water during selected time interval Ho= Final height of water during selected time interval Hf= Change in height of water during selected time interval dH= Average head of height over the selected time interval HAVE= Converted infiltration rate per test data IT=-inches/hour

COMMENTS
WO3812201.01 OAK GLEN ROAD GAS

PORCHET METHOD -CONVERSION OF PERCOLATION

RATE TO INFILTRATION RATE
PERC TEST NO:

NO. 2
LEGEND

REQUIRED ENTRY

CALCULATED ENTRY
Company Name: SOCAL PROFESSIONAL ENGINEERS
DATE: 10/17/2023
CASE: RISCO CIRCLE
RATE
8 inches
30 minutes
40 inches

33.75 inches
� inches
Designed By: JRH

PERCOLATION TEST CONVERSION TO INFILTRATION
THE CONVERSION EQUATION USED IS:
dh(in) x 60(min/hr) x r(in)
IT(in/hr)= dt(min) x [r(in) + 2hAvG(in)]
Hole Radius r=
Time Interval dt=
Initial height of water during selected time interval Ho= Final height of water during selected time interval Hf= Change in height of water during selected time interval dH= Average head of height over the selected time interval HAVG=-inches Converted infiltration rate per test data IT=-inches/hour

COMMENTS
WO3812201.01 OAK GLEN ROAD GAS

Appendix 4: Historical Site Conditions
Phase I Environmental Site Assessment or Other Information on Past Site Use

NOT APPLICABLE
- 33 -

Appendix 5: LID Infeasibility
LID Technical Infeasibility Analysis

NOT APPLICABLE
- 34 -

Appendix 6: BMP Design Details
BMP Sizing, Design Details and other Supporting Documentation - 35 -

R R06W R05W

0.85 0(80 0.75 0.70
f0i61,
RiversideNorth
0'60
e0 55
/0.54 \
0 65 RiversideSouth

0.95 0 90

1.11 ElCarisoStation`

0.51 Woodcrest

0.68 •
Pigeon Pass
\ 0.68=
PerrisReservoir

0.70 ElsinoreNWS

0.58 SunCity
•v
0 6\ 0.

0.66 MorenoEast

1.00 TemeculaNWS

PROJECT

LOCATION

0.70 \
SanJacintoNWS
i
••r Santa Ana River Watershed
• •r:
0'60\ •4 •ter y. t•••
075N...
•
055►" Santa Margarita Watershed V--
0 65 \ 410./
AguangaValley
R03W R02W R01 W R01 E

Idyywild

0.90'
HurkeyCreek
Rain Gage Locations

RIVERSIDE COUNTY FLOOD

CONTROL AND WATER

CONSERVATION DISTRICT
R 02 E R 03 E Isohyetal Map
for the 85th Percentile
24 hour Storm Event
July 2011

Santa Ana Watershed - BMP
Design Volume, VBMP
Legend:

Required Entries
Calculated Cells
(Rev. 10-2011)
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) Company Name
Designed by
Company Project
SITETECH INC.

Date
Case No
- 4TH & RISCO
6/13/2024
BAM
2022-0854
Number/Name

AAA FENCE WAREHOUSE
BMP Identification

BMP NAME / ID
INFILTRATION BASIN (BMP1)
Must match Name/ID used on BMP Design Calculation Sheet Design Rainfall Depth
85th Percentile, 24 -hour Rainfall Depth, Dss
from the Isohyetal Map in Handbook Appendix E
Drainage Management Area Tabulation

0.82 inches
Insert additional rows if needed to accommodate all DMAs draining to the BMP DMA
Type/ID
DMA Area
(square feet)
ill
Effective
Imperivous
Fraction, If
Design
Storm
Depth (in)
Design Capture
Volume, VBMP
(cubic feet)
rroposeu
Volume on
Plans (cubic
feet)
Post -Project Surface
Type
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
D1
17,819
Roofs
1 0.89
15894.5
D2
23,991
Concrete or Asphalt
1 0.89
21400
D3
10,462
Ornamental
Landscaping

0.1 0.11
1155.6
52272
Total
38450.1

0.82 2627.4
2760
Notes:

Bioretention Facility - Design Procedure
BMP ID
BMP-1
Legend:

Required Entries
Calculated Cells
Company
Designed
Name: SITETECH, INC
Date:

County/City Case No.:
6/13/2024
by: BAM
2022-0854
Design Volume
Enter the area tributary to this feature
Enter VBMP determined from Section 2.1 of this Handbook AT=
VBMP
acres
ft3

1.2 2,627
Type of Bioretention Facility Design
O Side slopes required (parallel to parking spaces or adjacent to walkways) O No side slopes required (perpendicular to parking space or Planter Boxes) Bioretention Facility Surface Area
Depth of Soil Filter Media Layer
Top Width of Bioretention Facility, excluding
Total Effective Depth, dE
dE = (0.3) x ds + (0.4) x 1 - (0.7/wT) +
Minimum Surface Area, Am/
2 VBMP (ft3)
curb

0.5 ds =
wT =
dE =
AM
A=

3.0 ft
ft
ft
ft -
ftl

22.0 1.77
1,486
Am (f t ) dE (ft)
Proposed Surface Area
1,665
Bioretention
Facility Properties
Side Slopes in Bioretention Facility
Diameter of Underdrain
Longitudinal Slope of Site (3% maximum)
6" Check Dam Spacing
Describe Vegetation: Natural Grasses
z =
4 :1
inches
%
feet
6 3
10 Notes:

Riverside County Best Management Practice Design Handbook JUNE 2010 Page 351 of 1376

AAA FENCE WAREHOUSE - B/ORETENTION SYSTEM
Amended Soil Infil. Rate (in/hr)
5 Basin Footprint (ft2)
1269
Amended Soil Factor of Safety
2 Amended Soil Depth (ft)

3.00 Amended Soil Design Infil. Rate (in/hr)

2.5 Amended Soil Porosity
30%
Drawdown Time (hr)
48 Gravel Depth (ft)

1.00 Maximum Ponding Depth (ft)

0.5 Gravel Porosity
40%
Design Ponding Depth (ft)

0.5 Duration of Storm (hr)
3 Results
Design Capture Volume (ft3)
=
2627
Total Biotreated Volume (ft3)
=
2760
VBMP > VDcv ???
=
YES

INPUT DATA

CALCULATED DATA
* Treated Volume = Soil Footprint x
[(Design Ponding Depth / 2) + (Soil
Depth x Soil Porosity) + (Gravel Depth x
Gravel Porosity) + (Duration of Storm x
(Soil Design Infiltration Rate / 12))]

3.5 Bioretention Facility
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
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
Riverside County - Low Impact Development BMP Design Handbook rev. 2/2012

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) 6' MINIMUM TOP WIDTH
2'
VARIES 2'
(DEPTH X SIDE SLOPE)

SLOTTED CURB

GRAVEL PAD

PARKING OR DRIVE AISLE (TYP)
1\\\\\\\\\\\\
18" - 36"

ENGINEERED

SOIL MEDIA
2' MINIMUM
(DEPTH X SIDE SLOPE)

PONDING DEPTH
6" MAXIMUM
MATURE VEGETATION -••
AND 2-3" MULCH LAYER •

PERFORATED PIPE TIE SUBDRAIN INTO INLET

RETAINING WALL TYPE IA PER
CALTRANS STANDARD B3-3 OR

ENGINEERED ALTERNATIVE BASED

ON GEOTECHNICAL PARAMETERS
CALTRANS D73 TYPE G-1 OR

FUNCTIONAL EQUIVALENT

DROP INLET

PARKING OR DRIVE AISLE (TYP)
!/1///////////zA
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.

Riverside County - Low Impact Development BMP Design Handbook rev. 2/2012

Figure 1: Standard Layout for a Bioretention Facility

BIORETENTION FACILITY BMP FACT SHEET
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 compost-, such that nitrogen does not leach from the media.

Tab e 1: Mineral Component Range Requirements
Percent Range
I
Component
70-80
I
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/ Riverside County - Low Impact Development BMP Design Handbook rev. 2/2012

BIORETENTION FACILITY BMP FACT SHEET
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.

Figure 3: Apron located in a Bioretention Facility
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'
Riverside County - Low Impact Development BMP Design Handbook rev. 2/2012

BIORETENTION FACILITY BMP FACT SHEET
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.

VARIES

WHEELSTOP (AS NEEDED)

PARKING (TYPN
18" - 36"

ENGI NEERED

SOIL MEDIA
L
RETAINING WALL TYPE 1A PER
CALTRANS STANDARD B3-3 OR

ENGINEERED ALTERNATIVE BASED

ON GEOTECHNICAL PARAMETERS
2' MINIMUM

PONDING DEPTH
6" MAXIMUM
6" PERFORATED PIPE

TIESUBDRAIN

INTO INLET
CALTRANS D73 TYPE G-1 OR FUNCTIONAL

EQUIVALENT DROP INLET

WHEELSTOP (AS NEEDED)

PARKING (TYP)
Riverside County - Low Impact Development BMP Design Handbook rev. 2/2012

BIORETENTION FACILITY BMP FACT SHEET
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

6. Riverside County - Low Impact Development BMP Design Handbook rev. 2/2012

BIORETENTION FACILITY BMP FACT SHEET
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.

Schedu
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
Riverside County - Low Impact Development BMP Design Handbook rev. 2/2012

Bioretention Facility Design Procedure
1) Enter the area tributary, AT, to the Bioretention Facility. 2) Enter the Design Volume, VgMp, 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'.
dE (ft) =
• . • Engineered soil media with 30% pore space:
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.

0.3 x [(wT(ft) x ds(ft)) + 4(dp(ft))2 + 0.4 x 1(ft) + dp(ft)[4dp(ft) + (wT(ft) — 8dp(ft))] WT (ft)
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:
dE (ft) = (0.3 X ds(ft) + 0.4 x 1(ft)) 0.7 (ft + 0.5 (ft) wT (ft)
Riverside County - Low Impact Development BMP Design Handbook rev. 2/2012

b. For the design without side slopes the following equation shall be used to determine the total effective depth:
dE(ft) = dE(ft) + [(0.3) x ds(ft) + (0.4) x 1(ft)]
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:
dE(ft) = 0.5 (ft) + [(0.3) x ds(ft) + (0.4) x 1(ft)]
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.

UBMP (ft3)
Am (ft') = dE (ft)
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.

Riverside County - Low Impact Development BMP Design Handbook rev. 2/2012

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/stdpins-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.

Riverside County - Low Impact Development BMP Design Handbook rev. 2/2012

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

HYDROGRAPH AND RELATED MATERIALS
- 36 -

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020.4 Thursday, 07 / 18 / 2024 Hyd. No. 1
2-YEAR/1-HOUR PROPOSED CONDITION
Hydrograph type
Storm frequency
Time interval
Drainage area
Intensity
IDF Curve
= Rational
= 2 yrs
= 1 min
= 1.200 ac
= 4.443 in/hr
= SampleFHA.idf
Peak discharge = 2.794 cfs
Time to peak = 11 min
Hyd. volume = 1,844 cuft
Runoff coeff. = 0.524
Tc by User = 11.00 min
Asc/Rec limb fact = 1/1
2-YEAR/1-HOUR PROPOSED CONDITION
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)

3.00 2.00

1.00 0.00
0 2
Hyd No. 1
4 6
8 10
12 14
16 18
20 3.00

2.00 1.00

0.00 22
Time (min)

RUNOFF COEFFICIENT CALCULATIONS
C = RUNOFF COEFFICIENT
I = 2Y/1HR RAINFALL INTENSITY (IN/HR)
Fp = INFILTRATION RATE (IN/HR)
a. = RATIO OF IMPERVIOUS AREA
ap = RATIO OF PERVIOUS AREA
EXIST. PROP.

0.584 0.584

1.22 1.22

0.00 0.80

1.00 0.20
C = 0.9(ai + (I—FOcIP)
EXISTING RUNOFF COEFFICIENT:

C = 0.9(0.00 + (0.584-1.22)1.00)

0.584
C = -98*
*INFILTRATION RATE IS HIGHER THAN 2Y/1HR
RAINFALL - EXISTING 2Y RUNOFF = 0
PROPOSED RUNOFF COEFFICIENT:

C = 0.9(0.80 + (0.584-1.22)0.20)

0.584
C = 52.4

NOAA Atlas 14, Volume 6, Version 2
Location name: Beaumont, California, USA*
Latitude: 33.9261°, Longitude: -116.9962°
Elevation: 2535 ft**
* source: ESRI Maps
** source: USGS

POINT PRECIPITATION FREQUENCY ESTIMATES
Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, Sandra Pavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, Geoffrey Bonnin, Daniel Brewer, Li-Chuan Chen, Tye Parzybok, John Yarchoan NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration
5 -min
10 -min
15 -min
30 -min
60 -min
2 -hr
3 -hr
6 -hr
12 -hr
24 -hr
2 -day
3 -day
4 -day
7 -day
10 -day
20 -day
30 -day
45 -day
60 -day
Average recurrence interval (years)
1 0.121
(0.101-0.147)

0.174
(0.145-0.211)

0.210
(0.175-0.255)

0.306
(0.255-0.370)

0.448
(0.374-0.543)

0.637
(0.531-0.772)

0.778
(0.649-0.943)

1.13 (0.939-1.36)

1.53 (1.27-1.85)

2.04 (1.81-2.35)

2.47 (2.19-2.85)

2.69 (2.38-3.10)

2.92 (2.58-3.36)

3.37 (2.99-3.89)

3.70 (3.27-4.26)

4.61 (4.08-5.31)

5.43 (4.80-6.26)

6.53 (5.78-7.53)

7.64 (6.76-8.80)
2 0.158
(0.131-0.191)

0.226
(0.188-0.274)

0.274
(0.228-0.332)

0.398
(0.331-0.483)

0.584
08)

0.795
(0.662-0.964)

0.959
(0.798-1.16)
5 0.213
(0.177-0.259)

0.305
(0.253-0.371)

0.369
(0.306-0.449)

0.537
(0.446-0.653)

0.787
(0.654-0.958)

1.03 (0.853-1.25)

1.22 (1.01-1.49)

1.38 (1.15-1.67)

1.91 (1.59-2.32)

2.65 (2.34-3.06)

3.29 (2.91-3.80)

3.61 (3.19-4.16)

3.94 (3.48-4.55)

4.56 (4.03-5.26)

4.99 (4.41-5.76)

6.29 (5.56-7.26)

7.44 (6.58-8.59)

8.98 (7.94-10.4)

10.5 (9.25-12.1)

1.74 (1.44-2.11)

2.43 (2.02-2.96)

3.45 (3.04-3.99)

4.40 (3.88-5.09)

4.90 (4.32-5.67)

5.38 (4.74-6.23)

6.21 (5.47-7.18)

6.79 (5.99-7.86)

8.57 (7.56-9.92)

10.2 (8.95-11.7)

12.2 (10.8-14.1)

14.2 (12.5-16.4)
10 0.264
(0.217-0.324)

0.378
(0.311-0.464)

0.457
(0.376-0.561)

0.665
(0.548-0.816)

0.976
(0.803-1.20)

1.24 (1.02-1.52)

1.46 (1.20-1.79)

2.05 (1.68-2.51)

2.87 (2.36-3.52)

4.11 (3.59-4.79)

5.33 (4.66-6.22)

6.01 (5.26-7.01)

6.63 (5.80-7.74)

7.63 (6.68-8.90)

8.33 (7.29-9.72)

10.5 (9.18-12.2)

12.4 (10.9-14.5)

14.9 (13.0-17.4)

17.2 (15.1-20.1)
25 0.344
(0.273-0.437)

0.493
(0.392-0.626)

0.596
(0.474-0.757)

0.867
(0.689-1.10)

1.27 (1.01-1.61)

1.56 (1.24-1.99)

1.81 (1.44-2.30)

2.50 (1.99-3.18)

3.49 (2.78-4.43)

5.01 (4.24-6.03)

6.65 (5.63-8.01)

7.63 (6.46-9.19)

8.47 (7.17-10.2)

9.70 (8.22-11.7)

10.5 (8.93-12.7)

13.2 (11.2-15.9)

15.6 (13.2-18.8)

18.6 (15.7-22.4)

21.3 (18.1-25.7)
50 0.415
(0.323-0.538)

0.595
(0.463-0.772)

0.719
(0.560-0.933)

1.05 (0.814-1.36)

1.53 (1.19-1.99)

1.85 (1.44-2.40)

2.12 (1.65-2.75)

2.88 (2.25-3.74)

3.98 (3.10-5.17)

5.70 (4.73-7.02)

7.70 (6.39-9.47)

8.96 (7.43-11.0)

9.98 (8.28-12.3)

11.4 (9.45-14.0)

12.3 (10.2-15.2)

15.4 (12.8-18.9)

18.1 (15.0-22.2)

21.4 (17.8-26.4)

24.5 (20.4-30.2)
100

0.497
(0.377-0.661)

0.712
(0.540-0.947)

0.861
(0.654-1.15)

1.25 (0.950-1.67)

1.84 (1.39-2.44)

2.17 (1.64-2.88)

2.46 (1.86-3.27)

3.30 (2.50-4.39)

4.50 (3.42-5.99)

6.42 (5.20-8.08)

8.80 (7.13-11.1)

10.4 (8.42-13.1)

11.6 (9.41-14.6)

13.2 (10.7-16.6)

14.3 (11.6-18.0)

17.7 (14.3-22.3)

20.6 (16.7-26.0)

24.4 (19.8-30.7)

27.8 (22.5-35.0)
200

0.592
(0.437-0.811)

0.849
(0.626-1.16)

1.03 (0.757-1.41)

1.49 (1.10-2.04)

2.19 (1.62-3.00)

2.53 (1.87-3.47)

2.84 (2.10-3.89)

3.75 (2.77-5.14)

5.05 (3.72-6.91)

7.16 (5.65-9.26)

9.98 (7.87-12.9)

11.9 (9.42-15.4)

13.4 (10.6-17.3)

15.2 (12.0-19.6)

16.3 (12.9-21.1)

20.1 (15.8-26.0)

23.4 (18.4-30.2)

27.4 (21.6-35.5)

31.2 (24.6-40.3)
500

0.743
(0.525-1.06)

1.06 (0.752-1.52)

1.29 (0.910-1.84)

1.87 (1.32-2.68)

2.75 (1.94-3.93)

3.10 (2.19-4.42)

3.42 (2.42-4.89)

4.42 (3.12-6.32)

5.82 (4.11-8.31)

8.17 (6.19-11.0)

11.6 (8.81-15.7)

14.2 (10.7-19.1)

16.0 (12.1-21.6)

18.0 (13.7-24.3)

19.3 (14.6-26.0)

23.5 (17.8-31.7)

27.1 (20.6-36.6)

31.7 (24.0-42.7)

35.8 (27.1-48.2)
1000

0.879
(0.599-1.30)

1.26 (0.859-1.87)

1.52 (1.04-2.26)

2.22 (1.51-3.28)

3.25 (2.22-4.81)

3.59 (2.45-5.32)

3.92 (2.68-5.81)

4.98 (3.40-7.38)

6.43 (4.39-9.53)

8.96 (6.56-12.5)

13.0 (9.49-18.1)

16.1 (11.8-22.4)

18.2 (13.3-25.4)

20.4 (14.9-28.4)

21.7 (15.9-30.3)

26.2 (19.2-36.6)

30.1 (22.1-42.0)

35.0 (25.6-48.7)

39.3 (28.8-54.8)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).

Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.

Please refer to NOAA Atlas 14 document for more information.

Back to Top
PF graphical

PDS-based depth -duration -frequency (DDF) curves
Latitude 33.9261', Longitude: -116 9962
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1 2 5 10 25 50 100 200 500 101
NOAA Atlas 14, Volume 6, Version 2
Average recurrence interval (years)
0 Created (GMT) Wed Jun 12 20:16:09 2024
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
(years)
1 2
5 1O
25 5O
1OO
2OO
5OO
1OOO
Duration
5 -min
1O -nun
3O -nun
6O -min
2 -hr
3-nr
6 -hr
12 -hr
24 -hr
2 -day
3 -day
4 -day
7 -day
1O-aay
2O -day
3O -day
45 -day
6O -day

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Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questionsannoaa.gov
Disclaimer

FINAL DRAINAGE STUDY
PW2025-0169
PREPARED FOR:

AA FENCE - WAREHOUSE
SW CORNER OF 4TH STREET & RISCO CIRCLE
CONTACT: MR. LARRY AGUILERA
320 E. 3RD STREET
BEAUMONT, CA 92223
CONTACT: MR. LARRY AGUILERA
PH: (951) 538-9424

CITY OF BEAUMONT

COUNTY OF RIVERSIDE
PREPARED BY:

SITETECH, INC.
8061 CHURCH STREET
HIGHLAND CA 92346
PO BOX 592
PH. (909) 864-3180
BE R HARD AYER R.C.E. 36866

PROFESS/
(-� FtD K 9)-
m
NO. 36866
Exp. 6-30-26
CIVIL_
OF CAL\
09/18/2025
DATE

INTRODUCTION
The purpose of this study is to determine the rate of storm water runoff which will flow through the property during a 100 -Year, 10 -Year & 2 -Year storm event and determine any mitigations which are necessary to protect the proposed development during the storm event. This study shows how the runoff will flow through the existing and proposed site.

EXISTING WATERSHED DESCRIPTION
In its existing condition the runoff from the 1.2 acre vacant site sheet flows from the northeast corner to the southwest corner and outlets onto the adjacent property to the west. The north and east sides of the project have existing curb and gutter, the existing grade west of the property sheet flows westerly and the south property flows south. With these existing conditions there will not be any off -site run-on. The site is 0% impervious.

The properties to the north east and south are industrial/manufacturing facilities, the property to the west is vacant. The project is located within FEMA flood zone "X" (area of minimal flood hazard per FEMA FIRM map no. 06065O0811G, dated 8/28/08. Existing cover for site is "Grass, Annual or Perennial" with a Soil type of "C" giving the existing condition a CN of 86. (See Appx. 6 for Runoff Index Numbers)

PROPOSED WATERSHED DESCRIPTION
The proposed runoff condition accounts for a new parking lot, building, walkways, landscaping and a Bio-Retention Basin. These improvements make the site 80.1% impervious. Runoff from the proposed development will be conveyed to curb & gutters, v - gutters and drainage swales. Runoff from the site will be conveyed southerly via v -gutters and curb & gutters to the Bio-Retention Basin. The Bio-Retention Basin is for WQMP treatment only. The bio-retention basin is sized to hold the entire 2 -year storm for hydrodification and peak -runoff mitigation. Overflow from Bio-Retention Basin will overflow out a concrete "U" channel which will convey the runoff to a parkway drain which outlets onto Risco Circle. The Bio-Retention basin has 12" of freeboard which aligns with the top of the concrete "U" channel. There will not be any off -site run-on when developed nor will there be any runoff discharged onto adjacent properties. All site runoff will be conveyed to Risco Circle. The 100-year/24-hour storm runoff mitigation will be conveyed to a catch basin before the outlet onto Risco Circle. The catch basin and 12" HDPE storm drain will convey the runoff to underground storage tanks (81,000 gal.) which will hold the required 100-year/24-hour storm mitigation. Risco Circle is a fully improved street designed to service industrial properties — there will not be any downstream impacts as a result of this development. There will be 2 sump pumps proposed, one to pump out the treated water from the Bio-Retention Basin underdrain and one to pump out the mitigated runoff from the storage tank. Both pumps will have outlet pipes cored through a concrete "u" channel and will outlet through the parkway drain onto Risco Circle. Proposed cover for site is "Urban Cover — Residential or Commercial Landscaping" with a Soil type of "C" giving the propose condition a CN of 69. (See Appx. 6 for Runoff Index Numbers)

METHODOLOGY - Rational Method
The following scenario was modeled: Existing & Developed Condition, 2 year, 10 year & 100 year storm
Rational Method computations were performed using Advanced Engineering Software (aes) 2016, ver. 23.0, based on the Riverside County Hydrology Manual. Rainfall depth was derived from the Riverside County Flood Control & Water Conservation District Hydrology Manual's Slope of Intensity Duration Curve (plate D-4.6) and precipitation frequency Atlas, NOAA Atlas 14. The hydrologic soils group for this project is Group C which was derived from the USDA NRCS custom soils report - Printouts of the rational method calculations, as well as applicable plates from the Manual, are included in this report in Appx. 6.

Hydrographs
CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 was used to calculate the Riverside County Synthetic Unit Hydrology Method (RCFC & WCD Manual date - April 1978). (Results and values used to calculate the Synthetic Unity Hydrograph can be found in Appx. 1.)

CONCLUSIONS
This drainage study and the calculations presented herein demonstrate the following:

TOTAL RUNOFF EXISTING CONDITION = 4.00 CFS (Q100)
(SEE APPX. 3) = 2.24 CFS (Q10)
= 1.00 CFS (Q2)
TOTAL RUNOFF PROPOSED CONDITION = 4.62 CFS (Q100)
(SEE APPX. 3) = 2.77 CFS (Q10)
= 1.44 CFS (Q2)
100 -YEAR / 24 -HOUR VOLUME MITIGATION
TOTAL VOLUME EXISTING CONDITION = 20,848.7 CU. FT. (V100) (SEE APPX. 1)
TOTAL VOLUME PROPOSED CONDITION = 22,634.0 CU. FT. (V100) (SEE APPX. 1)
DIFFERENCE IN RUNOFF VOLUME = 1,785.3 CU. FT.
1 CU. FT. = 7.4805 GAL 1,785.3 X 7.4805 = 13,355 GAL.

STORAGE PROVIDED FOR VOLUME MITIGATION = 15,000 GAL. (2005 CU. FT.) (SEE TANK DETAIL APPX. 4 AND TANK AND MAINTENANCE APPX. 6)

BASIN RUNOFF CAPACITY

AT FULL WQMP TREATMENT CAPACITY THE BIORETENTION BASIN WILL BE ABLE TO CONVEY THE 100-YEAR/1-HOUR STORM TO THE OUTLET STRUCTURE. (SEE BASIN CROSS SECTIONS IN APPX. 4 AND HYDRAULIC CALCULATIONS IN APPX 5.)

WQMP MITIGATION (FOR REFERENCE ONLY)
REQUIRED VOLUME FOR WQMP TREATMENT = 2,627 CU. FT.

REQUIRED VOLUME FOR HYDROMODIFICATION = 1,844 CU. FT.

BIO-FILTRATION BASIN SIZE = 4,537 CU. FT.
(SEE BASIN SIZING IN APPX. 5)
BASIN HOLDS REQUIRED WQMP TREATMENT VOLUME AND ENTIRE 2 -YEAR STORM. THIS MITIGATES HYDROMODIFICATION AND PEAK RUNOFF. (SEE WQMP REPORT FOR MORE INFORMATION)

DRAWDOWN CALCULATIONS
BIO-FILTRATION BASIN SIZE = 4,537 CU. FT.
1 CU. FT. = 7.4805 GAL 4,537 X 7.4805 = 33,939 GAL.

TOTAL STORAGE TANK SIZE = 15,000 GAL.

ZOELLER FLOW -MATE SERIES MODEL 137 SUMP PUMP RATE = 75 GAL. / MINUTE (SEE APPX. 4 FOR PUMP SPECS.)
(SEE APPX. 6 FOR PUMP MAINTENANCE)
BASIN = 33,939 GAL. / (75 GAL. / MIN.) = 453 MIN. = 7.55 HOURS < 24 HOURS = OK TANK = 15,000 GAL. / (75 GAL. / MIN.) = 200 MIN. = 3.33 HOURS < 24 HOURS = OK

RIP -RAP CALCULATIONS
C
1 The variables in the riprap sizing equation are (units shown in SI, but our calculation allows a variety of units):

C = Isbash constant. Per references below, C=0.86 for highly turbulent conditions or C=1.2 for low turbulence.

D = Median diameter of spherical stone or rock. Also known as D5o (m). g = Acceleration due to gravity, 9.8066 m/s2 (32.17 ft/ s2) S = Specific gravity of stone or rock. Typically varies from 2.56 to 2.92 depending on the rock material. A commonly used value is 2.65.

V = Water velocity approaching the riprap (m/s).

C=0.86
g=32.17
V=3.14
S=2.65
D=

3.142 = 0.125 FT = 1.5 INCH MIN. DIAMETER ROCK
2(32.17)0.862(2.65-1)
USING 8" MIN. DIAMETER ROCK = OK

APPENDIX 1 - HYDROGRAPHS
• EXISTING 100Y/24HR HYDROGRAPH
• PROPOSED 100Y/24HR HYDROGRAPH

Unit H y d r o g r a p h Analysis
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 09/16/25 File: PENCE24100.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 4042
English (in -lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format

SITETECH
PENCE

EXISTING CONDITION
100 -YEAR
Drainage Area = 1.20(Ac.) = 0.002 Sq. Mi.

Drainage Area for Depth -Area Areal Adjustment = 1.20(Ac.) 0.002 Sq. Mi.

Length along longest watercourse = 327.00(Ft.)
Length along longest watercourse measured to centroid = 163.50(Ft.) Length along longest watercourse = 0.062 Mi.

Length along longest watercourse measured to centroid 0.031 Mi.

Difference in elevation = 8.00(Ft.)
Slope along watercourse = 129.1743 Ft./Mi.

Average Manning's 'N' = 0.035
Lag time = 0.031 Hr.

Lag time = 1.86 Min.
25% of lag time = 0.46 Min.
40% of lag time = 0.74 Min.

Unit time = 5.00 Min.

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

Area(Ac.)[1]

1.20 Rainfall(In)[2] Weighting[1*2]

2.65 3.18
100 YEAR Area rainfall data:

Area(Ac.)[1]

1.20 Rainfall(In)[2] Weighting[1*2]

6.42 7.70

STORM EVENT (YEAR) = 100.00
Area Averaged 2 -Year Rainfall = 2.650(In)
Area Averaged 100 -Year Rainfall = 6.420(In)
Point rain (area
Areal adjustment
Adjusted average
averaged) = 6.420(In)
factor = 100.00 %
point rain = 6.420(In)
Sub -Area Data:

Area(Ac.) Runoff Index Impervious %

1.200 86.00 0.000
Total Area Entered = 1.20(Ac.)
RI RI Infil. Rate Impervious
AMC2 AMC -3 (In/Hr) (Dec.%)

86.0 94.4 0.073 0.000
Adj. Infil.
(In/Hr)

0.073
Rate Area% F
(Dec.) (In/Hr)

1.000 0.073
Sum (F) = 0.073
Area averaged mean soil loss (F) (In/Hr) = 0.073
Minimum soil loss rate ((In/Hr)) = 0.036
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.900
Unit Hydrograph
VALLEY S -Curve
Unit Hydrograph Data
Unit time period Time % of lag Distribution Unit Hydrograph (hrs)
Graph %
(CFS)
1 0.083
2 0.167
3 0.250
269.277
538.555
807.832

53.291

38.887

7.822
Sum = 100.000 Sum=

0.644

0.470

0.095

1.209
Unit Time
(Hr.)
1 0.08
2 0.17
3 0.25
4 0.33
5 0.42
6 0.50
7 0.58
8 0.67
9 0.75
10 0.83
11 0.92
12 1.00
13 1.08
14 1.17
15 1.25
Pattern
Percent

0.07 0.07

0.07 0.10

0.10 0.10

0.10 0.10

0.10 0.13

0.13 0.13

0.10 0.10

0.10 Storm Rain
(In/Hr)

0.051

0.051

0.051

0.077

0.077

0.077

0.077

0.077

0.077

0.103

0.103

0.103

0.077

0.077

0.077
Loss rate(In./Hr)
Max I Low

0.129 0.046

0.129 0.046

0.128 0.046

0.128 0.069

0.127 0.069

0.127 0.069

0.126 0.069

0.126 0.069

0.125 0.069

0.125 0.092

0.124 0.092

0.124 0.092

0.123 0.069

0.123 0.069

0.122 0.069
Effective
(In/Hr)

0.01 0.01

0.01 0.01

0.01 0.01

0.01 0.01

0.01 0.01

0.01 0.01

0.01 0.01

0.01

16 1.33 0.10 0.077 0.122
17 1.42 0.10 0.077 0.121
18 1.50 0.10 0.077 0.121
19 1.58 0.10 0.077 0.120
20 1.67 0.10 0.077 0.120
21 1.75 0.10 0.077 0.119
22 1.83 0.13 0.103 0.119
23 1.92 0.13 0.103 0.118
24 2.00 0.13 0.103 0.118
25 2.08 0.13 0.103 0.117
26 2.17 0.13 0.103 0.117
27 2.25 0.13 0.103 0.116
28 2.33 0.13 0.103 0.116
29 2.42 0.13 0.103 0.115
30 2.50 0.13 0.103 0.115
31 2.58 0.17 0.128 0.115
32 2.67 0.17 0.128 0.114
33 2.75 0.17 0.128 0.114
34 2.83 0.17 0.128 0.113
35 2.92 0.17 0.128 0.113
36 3.00 0.17 0.128 0.112
37 3.08 0.17 0.128 0.112
38 3.17 0.17 0.128 0.111
39 3.25 0.17 0.128 0.111
40 3.33 0.17 0.128 0.110
41 3.42 0.17 0.128 0.110
42 3.50 0.17 0.128 0.109
43 3.58 0.17 0.128 0.109
44 3.67 0.17 0.128 0.108
45 3.75 0.17 0.128 0.108
46 3.83 0.20 0.154 0.108
47 3.92 0.20 0.154 0.107
48 4.00 0.20 0.154 0.107
49 4.08 0.20 0.154 0.106
50 4.17 0.20 0.154 0.106
51 4.25 0.20 0.154 0.105
52 4.33 0.23 0.180 0.105
53 4.42 0.23 0.180 0.104
54 4.50 0.23 0.180 0.104
55 4.58 0.23 0.180 0.104
56 4.67 0.23 0.180 0.103
57 4.75 0.23 0.180 0.103
58 4.83 0.27 0.205 0.102
59 4.92 0.27 0.205 0.102
60 5.00 0.27 0.205 0.101
61 5.08 0.20 0.154 0.101
62 5.17 0.20 0.154 0.100
63 5.25 0.20 0.154 0.100
64 5.33 0.23 0.180 0.100
65 5.42 0.23 0.180 0.099
66 5.50 0.23 0.180 0.099
67 5.58 0.27 0.205 0.098
68 5.67 0.27 0.205 0.098
69 5.75 0.27 0.205 0.097
70 5.83 0.27 0.205 0.097
71 5.92 0.27 0.205 0.097
72 6.00 0.27 0.205 0.096

0.069

0.069

0.069

0.069

0.069

0.069

0.092

0.092

0.092

0.092

0.092

0.092

0.092

0.092

0.092

0.01 0.01

0.01 0.01

0.01 0.01

0.01 0.01

0.01 0.01

0.01 0.01

0.01 0.01

0.01 0.01

0.01 0.01

0.02 0.02

0.02 0.02

0.02 0.02

0.02 0.02

0.02 0.02

0.02 0.02

0.05 0.05

0.05 0.05

0.05 0.05

0.07 0.08

0.08 0.08

0.08 0.08

0.10 0.10

0.10 0.05

0.05 0.05

0.08 0.08

0.08 0.11

0.11 0.11

0.11 0.11

0.11

73 6.08 0.30 0.231 0.096
74 6.17 0.30 0.231 0.095
75 6.25 0.30 0.231 0.095
76 6.33 0.30 0.231 0.094
77 6.42 0.30 0.231 0.094
78 6.50 0.30 0.231 0.094
79 6.58 0.33 0.257 0.093
80 6.67 0.33 0.257 0.093
81 6.75 0.33 0.257 0.092
82 6.83 0.33 0.257 0.092
83 6.92 0.33 0.257 0.091
84 7.00 0.33 0.257 0.091
85 7.08 0.33 0.257 0.091
86 7.17 0.33 0.257 0.090
87 7.25 0.33 0.257 0.090
88 7.33 0.37 0.282 0.089
89 7.42 0.37 0.282 0.089
90 7.50 0.37 0.282 0.089
91 7.58 0.40 0.308 0.088
92 7.67 0.40 0.308 0.088
93 7.75 0.40 0.308 0.087
94 7.83 0.43 0.334 0.087
95 7.92 0.43 0.334 0.087
96 8.00 0.43 0.334 0.086
97 8.08 0.50 0.385 0.086
98 8.17 0.50 0.385 0.085
99 8.25 0.50 0.385 0.085
100 8.33 0.50 0.385 0.085
101 8.42 0.50 0.385 0.084
102 8.50 0.50 0.385 0.084
103 8.58 0.53 0.411 0.083
104 8.67 0.53 0.411 0.083
105 8.75 0.53 0.411 0.083
106 8.83 0.57 0.437 0.082
107 8.92 0.57 0.437 0.082
108 9.00 0.57 0.437 0.081
109 9.08 0.63 0.488 0.081
110 9.17 0.63 0.488 0.081
111 9.25 0.63 0.488 0.080
112 9.33 0.67 0.514 0.080
113 9.42 0.67 0.514 0.080
114 9.50 0.67 0.514 0.079
115 9.58 0.70 0.539 0.079
116 9.67 0.70 0.539 0.078
117 9.75 0.70 0.539 0.078
118 9.83 0.73 0.565 0.078
119 9.92 0.73 0.565 0.077
120 10.00 0.73 0.565 0.077
121 10.08 0.50 0.385 0.077
122 10.17 0.50 0.385 0.076
123 10.25 0.50 0.385 0.076
124 10.33 0.50 0.385 0.075
125 10.42 0.50 0.385 0.075
126 10.50 0.50 0.385 0.075
127 10.58 0.67 0.514 0.074
128 10.67 0.67 0.514 0.074
129 10.75 0.67 0.514 0.074

0.14 0.14

0.14 0.14

0.14 0.14

0.16 0.16

0.16 0.16

0.17 0.17

0.17 0.17

0.17 0.19

0.19 0.19

0.22 0.22

0.22 0.25

0.25 0.25

0.30 0.30

0.30 0.30

0.30 0.30

0.33 0.33

0.33 0.35

0.35 0.36

0.41 0.41

0.41 0.43

0.43 0.43

0.46 0.46

0.46 0.49

0.49 0.49

0.31 0.31

0.31 0.31

0.31 0.31

0.44 0.44

0.44

130 10.83 0.67 0.514 0.073
131 10.92 0.67 0.514 0.073
132 11.00 0.67 0.514 0.072
133 11.08 0.63 0.488 0.072
134 11.17 0.63 0.488 0.072
135 11.25 0.63 0.488 0.071
136 11.33 0.63 0.488 0.071
137 11.42 0.63 0.488 0.071
138 11.50 0.63 0.488 0.070
139 11.58 0.57 0.437 0.070
140 11.67 0.57 0.437 0.070
141 11.75 0.57 0.437 0.069
142 11.83 0.60 0.462 0.069
143 11.92 0.60 0.462 0.069
144 12.00 0.60 0.462 0.068
145 12.08 0.83 0.642 0.068
146 12.17 0.83 0.642 0.068
147 12.25 0.83 0.642 0.067
148 12.33 0.87 0.668 0.067
149 12.42 0.87 0.668 0.067
150 12.50 0.87 0.668 0.066
151 12.58 0.93 0.719 0.066
152 12.67 0.93 0.719 0.066
153 12.75 0.93 0.719 0.065
154 12.83 0.97 0.745 0.065
155 12.92 0.97 0.745 0.065
156 13.00 0.97 0.745 0.064
157 13.08 1.13 0.873 0.064
158 13.17 1.13 0.873 0.064
159 13.25 1.13 0.873 0.063
160 13.33 1.13 0.873 0.063
161 13.42 1.13 0.873 0.063
162 13.50 1.13 0.873 0.062
163 13.58 0.77 0.591 0.062
164 13.67 0.77 0.591 0.062
165 13.75 0.77 0.591 0.061
166 13.83 0.77 0.591 0.061
167 13.92 0.77 0.591 0.061
168 14.00 0.77 0.591 0.060
169 14.08 0.90 0.693 0.060
170 14.17 0.90 0.693 0.060
171 14.25 0.90 0.693 0.060
172 14.33 0.87 0.668 0.059
173 14.42 0.87 0.668 0.059
174 14.50 0.87 0.668 0.059
175 14.58 0.87 0.668 0.058
176 14.67 0.87 0.668 0.058
177 14.75 0.87 0.668 0.058
178 14.83 0.83 0.642 0.057
179 14.92 0.83 0.642 0.057
180 15.00 0.83 0.642 0.057
181 15.08 0.80 0.616 0.057
182 15.17 0.80 0.616 0.056
183 15.25 0.80 0.616 0.056
184 15.33 0.77 0.591 0.056
185 15.42 0.77 0.591 0.055
186 15.50 0.77 0.591 0.055

0.44 0.44

0.44 0.42

0.42 0.42

0.42 0.42

0.42 0.37

0.37 0.37

0.39 0.39

0.39 0.57

0.57 0.57

0.60 0.60

0.60 0.65

0.65 0.65

0.68 0.68

0.68 0.81

0.81 0.81

0.81 0.81

0.81 0.53

0.53 0.53

0.53 0.53

0.53 0.63

0.63 0.63

0.61 0.61

0.61 0.61

0.61 0.61

0.58 0.58

0.59 0.56

0.56 0.56

0.53 0.54

0.54

187 15.58 0.63 0.488 0.055
188 15.67 0.63 0.488 0.055
189 15.75 0.63 0.488 0.054
190 15.83 0.63 0.488 0.054
191 15.92 0.63 0.488 0.054
192 16.00 0.63 0.488 0.053
193 16.08 0.13 0.103 0.053
194 16.17 0.13 0.103 0.053
195 16.25 0.13 0.103 0.053
196 16.33 0.13 0.103 0.052
197 16.42 0.13 0.103 0.052
198 16.50 0.13 0.103 0.052
199 16.58 0.10 0.077 0.052
200 16.67 0.10 0.077 0.051
201 16.75 0.10 0.077 0.051
202 16.83 0.10 0.077 0.051
203 16.92 0.10 0.077 0.051
204 17.00 0.10 0.077 0.050
205 17.08 0.17 0.128 0.050
206 17.17 0.17 0.128 0.050
207 17.25 0.17 0.128 0.050
208 17.33 0.17 0.128 0.049
209 17.42 0.17 0.128 0.049
210 17.50 0.17 0.128 0.049
211 17.58 0.17 0.128 0.049
212 17.67 0.17 0.128 0.048
213 17.75 0.17 0.128 0.048
214 17.83 0.13 0.103 0.048
215 17.92 0.13 0.103 0.048
216 18.00 0.13 0.103 0.047
217 18.08 0.13 0.103 0.047
218 18.17 0.13 0.103 0.047
219 18.25 0.13 0.103 0.047
220 18.33 0.13 0.103 0.046
221 18.42 0.13 0.103 0.046
222 18.50 0.13 0.103 0.046
223 18.58 0.10 0.077 0.046
224 18.67 0.10 0.077 0.046
225 18.75 0.10 0.077 0.045
226 18.83 0.07 0.051 0.045
227 18.92 0.07 0.051 0.045
228 19.00 0.07 0.051 0.045
229 19.08 0.10 0.077 0.044
230 19.17 0.10 0.077 0.044
231 19.25 0.10 0.077 0.044
232 19.33 0.13 0.103 0.044
233 19.42 0.13 0.103 0.044
234 19.50 0.13 0.103 0.043
235 19.58 0.10 0.077 0.043
236 19.67 0.10 0.077 0.043
237 19.75 0.10 0.077 0.043
238 19.83 0.07 0.051 0.043
239 19.92 0.07 0.051 0.042
240 20.00 0.07 0.051 0.042
241 20.08 0.10 0.077 0.042
242 20.17 0.10 0.077 0.042
243 20.25 0.10 0.077 0.042

0.43 0.43

0.43 0.43

0.43 0.43

0.05 0.05

0.05 0.05

0.05 0.05

0.03 0.03

0.03 0.03

0.03 0.03

0.08 0.08

0.08 0.08

0.08 0.08

0.08 0.08

0.08 0.05

0.06 0.06

0.06 0.06

0.06 0.06

0.06 0.06

0.03 0.03

0.03 0.01

0.01 0.01

0.03 0.03

0.03 0.06

0.06 0.06

0.03 0.03

0.03 0.01

0.01 0.01

0.03 0.04

0.04

244 20.33 0.10 0.077 0.042
245 20.42 0.10 0.077 0.041
246 20.50 0.10 0.077 0.041
247 20.58 0.10 0.077 0.041
248 20.67 0.10 0.077 0.041
249 20.75 0.10 0.077 0.041
250 20.83 0.07 0.051 0.041
251 20.92 0.07 0.051 0.040
252 21.00 0.07 0.051 0.040
253 21.08 0.10 0.077 0.040
254 21.17 0.10 0.077 0.040
255 21.25 0.10 0.077 0.040
256 21.33 0.07 0.051 0.040
257 21.42 0.07 0.051 0.039
258 21.50 0.07 0.051 0.039
259 21.58 0.10 0.077 0.039
260 21.67 0.10 0.077 0.039
261 21.75 0.10 0.077 0.039
262 21.83 0.07 0.051 0.039
263 21.92 0.07 0.051 0.039
264 22.00 0.07 0.051 0.038
265 22.08 0.10 0.077 0.038
266 22.17 0.10 0.077 0.038
267 22.25 0.10 0.077 0.038
268 22.33 0.07 0.051 0.038
269 22.42 0.07 0.051 0.038
270 22.50 0.07 0.051 0.038
271 22.58 0.07 0.051 0.038
272 22.67 0.07 0.051 0.038
273 22.75 0.07 0.051 0.037
274 22.83 0.07 0.051 0.037
275 22.92 0.07 0.051 0.037
276 23.00 0.07 0.051 0.037
277 23.08 0.07 0.051 0.037
278 23.17 0.07 0.051 0.037
279 23.25 0.07 0.051 0.037
280 23.33 0.07 0.051 0.037
281 23.42 0.07 0.051 0.037
282 23.50 0.07 0.051 0.037
283 23.58 0.07 0.051 0.037
284 23.67 0.07 0.051 0.037
285 23.75 0.07 0.051 0.036
286 23.83 0.07 0.051 0.036
287 23.92 0.07 0.051 0.036
288 24.00 0.07 0.051 0.036
Sum = 100.0
Flood volume = Effective rainfall 4.79(In)
times area 1.2(Ac.)/[(In)/(Ft.)]
Total soil loss 1.63(In)
Total soil loss 0.163(Ac.Ft)
Total rainfall = 6.42(In)
Flood volume = 20848.7 Cubic Feet
Total soil loss = 7116.8 Cubic Feet
Sum =

0.5(Ac.Ft)

0.04 0.04

0.04 0.04

0.04 0.04

0.01 0.01

0.01 0.04

0.04 0.04

0.01 0.01

0.01 0.04

0.04 0.04

0.01 0.01

0.01 0.04

0.04 0.04

0.01 0.01

0.01 0.01

0.01 0.01

0.01 0.01

0.01 0.01

0.01 0.01

0.01 0.01

0.01 0.01

0.01 0.01

0.01 0.01

0.01 57.4
Peak flow rate of this hydrograph = 0.981(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++

24 - H O U R STORM
Runoff Hydrograph
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 0.0000 0.00 Q
0+10 0.0001 0.01 Q
0+15 0.0001 0.01 Q
0+20 0.0002 0.01 Q
0+25 0.0002 0.01 Q
0+30 0.0003 0.01 Q
0+35 0.0004 0.01 Q
0+40 0.0004 0.01 Q
0+45 0.0005 0.01 Q
0+50 0.0006 0.01 Q
0+55 0.0006 0.01 Q
1+ 0 0.0007 0.01 Q
1+ 5 0.0008 0.01 Q
1+10 0.0009 0.01 Q
1+15 0.0009 0.01 Q
1+20 0.0010 0.01 Q
1+25 0.0011 0.01 Q
1+30 0.0011 0.01 Q
1+35 0.0012 0.01 Q
1+40 0.0012 0.01 Q
1+45 0.0013 0.01 Q
1+50 0.0014 0.01 Q
1+55 0.0015 0.01 Q
2+ 0 0.0016 0.01 Q
2+ 5 0.0016 0.01 Q
2+10 0.0017 0.01 Q
2+15 0.0018 0.01 Q
2+20 0.0019 0.01 Q
2+25 0.0020 0.01 Q
2+30 0.0021 0.01 Q
2+35 0.0022 0.01 Q
2+40 0.0023 0.02 Q
2+45 0.0024 0.02 Q
2+50 0.0025 0.02 Q
2+55 0.0027 0.02 Q
3+ 0 0.0028 0.02 Q
3+ 5 0.0029 0.02 Q
3+10 0.0031 0.02 Q
3+15 0.0032 0.02 Q
3+20 0.0034 0.02 Q
3+25 0.0035 0.02 Q
3+30 0.0037 0.02 Q
3+35 0.0038 0.02 Q
3+40 0.0040 0.02 Q
3+45 0.0042 0.02 Q
3+50 0.0045 0.04 Q
3+55 0.0048 0.05 Q
4+ 0 0.0052 0.06 Q
4+ 5 0.0056 0.06 Q

4+10 0.0060 0.06 Q
4+15 0.0064 0.06 Q
4+20 0.0069 0.08 Q
4+25 0.0076 0.09 Q
4+30 0.0082 0.09 Q
4+35 0.0088 0.09 Q
4+40 0.0095 0.09 Q
4+45 0.0101 0.09 Q
4+50 0.0109 0.11 Q
4+55 0.0117 0.12 Q
5+ 0 0.0126 0.13 QV
5+ 5 0.0132 0.09 QV
5+10 0.0137 0.07 QV
5+15 0.0141 0.07 QV
5+20 0.0147 0.08 QV
5+25 0.0154 0.09 QV
5+30 0.0160 0.10 QV
5+35 0.0168 0.11 QV
5+40 0.0177 0.13 QV
5+45 0.0186 0.13 QV
5+50 0.0195 0.13 QV
5+55 0.0204 0.13 QV
6+ 0 0.0213 0.13 QV
6+ 5 0.0223 0.15 QV
6+10 0.0235 0.16 QV
6+15 0.0246 0.16 Q V
6+20 0.0257 0.17 Q V
6+25 0.0269 0.17 Q V
6+30 0.0280 0.17 Q V
6+35 0.0293 0.18 Q V
6+40 0.0306 0.20 Q V
6+45 0.0320 0.20 Q V
6+50 0.0334 0.20 Q V
6+55 0.0347 0.20 Q V
7+ 0 0.0361 0.20 Q V
7+ 5 0.0375 0.20 Q V
7+10 0.0389 0.20 Q V
7+15 0.0403 0.20 Q V
7+20 0.0418 0.22 Q V
7+25 0.0434 0.23 Q V
7+30 0.0450 0.23 Q V
7+35 0.0467 0.25 IQ V
7+40 0.0485 0.26 IQ V
7+45 0.0504 0.27 IQ V
7+50 0.0523 0.28 IQ V
7+55 0.0544 0.30 IQ V
8+ 0 0.0564 0.30 IQ V
8+ 5 0.0587 0.33 IQ V
8+10 0.0612 0.36 IQ V
8+15 0.0637 0.36 IQ V
8+20 0.0662 0.36 IQ V
8+25 0.0687 0.36 IQ V
8+30 0.0712 0.36 IQ V
8+35 0.0738 0.38 IQ V
8+40 0.0766 0.39 IQ V
8+45 0.0793 0.40 IQ V
8+50 0.0821 0.41 IQ V

8+55 0.0851 0.43 Q V
9+ 0 0.0880 0.43 Q V
9+ 5 0.0912 0.46 Q V
9+10 0.0946 0.49 Q V
9+15 0.0980 0.49 Q V
9+20 0.1015 0.51 Q V
9+25 0.1051 0.52 Q V
9+30 0.1087 0.53 Q V
9+35 0.1124 0.54 Q V
9+40 0.1163 0.56 Q V
9+45 0.1201 0.56 Q
9+50 0.1241 0.57 Q
9+55 0.1281 0.59 Q
10+ 0 0.1322 0.59 Q
10+ 5 0.1355 0.47 Q
10+10 0.1381 0.39 Q
10+15 0.1407 0.37 Q
10+20 0.1433 0.37 Q
10+25 0.1459 0.38 Q
10+30 0.1485 0.38 Q
10+35 0.1516 0.46 Q
10+40 0.1552 0.52 Q
10+45 0.1589 0.53 Q
10+50 0.1625 0.53 Q
10+55 0.1662 0.53 Q
11+ 0 0.1699 0.53 Q
11+ 5 0.1735 0.52 Q
11+10 0.1769 0.51 Q
11+15 0.1804 0.50 Q
11+20 0.1839 0.50 Q
11+25 0.1873 0.50 Q
11+30 0.1908 0.50 Q
11+35 0.1941 0.47 Q
11+40 0.1972 0.45 Q
11+45 0.2002 0.44 Q
11+50 0.2034 0.46 Q
11+55 0.2067 0.47 Q
12+ 0 0.2099 0.48 Q
12+ 5 0.2140 0.59 Q
12+10 0.2187 0.68 Q
12+15 0.2235 0.70 Q
12+20 0.2284 0.71 Q
12+25 0.2334 0.72 Q
12+30 0.2384 0.73 Q
12+35 0.2436 0.76 Q
12+40 0.2490 0.79 Q
12+45 0.2545 0.79 Q
12+50 0.2601 0.81 Q
12+55 0.2657 0.82 Q
13+ 0 0.2714 0.82 Q
13+ 5 0.2776 0.91 Q
13+10 0.2843 0.97 Q
13+15 0.2910 0.98 Q
13+20 0.2978 0.98 Q
13+25 0.3045 0.98 Q
13+30 0.3113 0.98 Q
13+35 0.3168 0.80 Q
IV
IV
IV
IV
IV
I V
I V
I V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
I V
I V
V
V
V
V
V
IV
IV
I V
V
V
V
V
V
V
V
V

13+40 0.3214 0.67 Q
13+45 0.3258 0.64 Q
13+50 0.3302 0.64 Q
13+55 0.3346 0.64 Q
14+ 0 0.3390 0.64 Q
14+ 5 0.3439 0.71 Q
14+10 0.3491 0.76 Q
14+15 0.3544 0.77 Q
14+20 0.3596 0.75 Q
14+25 0.3646 0.74 Q
14+30 0.3697 0.74 Q
14+35 0.3748 0.74 Q
14+40 0.3799 0.74 Q
14+45 0.3850 0.74 Q
14+50 0.3899 0.72 Q
14+55 0.3948 0.71 Q
15+ 0 0.3997 0.71 Q
15+ 5 0.4045 0.69 Q
15+10 0.4091 0.68 Q
15+15 0.4138 0.68 Q
15+20 0.4184 0.66 Q
15+25 0.4228 0.65 Q
15+30 0.4273 0.65 Q
15+35 0.4313 0.58 Q
15+40 0.4350 0.53 Q
15+45 0.4386 0.52 Q
15+50 0.4422 0.52 Q
15+55 0.4458 0.53 Q
16+ 0 0.4494 0.53 Q
16+ 5 0.4514 0.28 Q
16+10 0.4520 0.10 Q
16+15 0.4524 0.06 Q
16+20 0.4529 0.06 Q
16+25 0.4533 0.06 Q
16+30 0.4537 0.06 Q
16+35 0.4540 0.05 Q
16+40 0.4542 0.03 Q
16+45 0.4545 0.03 Q
16+50 0.4547 0.03 Q
16+55 0.4549 0.03 Q
17+ 0 0.4551 0.03 Q
17+ 5 0.4556 0.07 Q
17+10 0.4562 0.09 Q
17+15 0.4568 0.10 Q
17+20 0.4575 0.10 Q
17+25 0.4582 0.10 Q
17+30 0.4588 0.10 Q
17+35 0.4595 0.10 Q
17+40 0.4602 0.10 Q
17+45 0.4608 0.10 Q
17+50 0.4614 0.08 Q
17+55 0.4619 0.07 Q
18+ 0 0.4623 0.07 Q
18+ 5 0.4628 0.07 Q
18+10 0.4632 0.07 Q
18+15 0.4637 0.07 Q
18+20 0.4642 0.07 Q
V
V
V
V
V
V
V
V
IV
IV
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V
V