Riverside City Council
July 5, 2022

Riverside County - Low Impact Development BMP Design Handbook rev. 2/2012

Figure 1: Standard Layout for a Bioretention Facility

BIORETENTION FACILITY BMP FACT SHEET
Riverside County - Low Impact Development BMP Design Handbook rev. 2/2012

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

BIORETENTION FACILITY BMP FACT SHEET
Riverside County - Low Impact Development BMP Design Handbook rev. 2/2012

BIORETENTION FACILITY BMP FACT SHEET
Riverside County - Low Impact Development BMP Design Handbook rev. 2/2012

Figure 4: Bioretention Facility Layout without Side Slopes

BIORETENTION FACILITY BMP FACT SHEET
Riverside County - Low Impact Development BMP Design Handbook rev. 2/2012

BIORETENTION FACILITY BMP FACT SHEET
Riverside County - Low Impact Development BMP Design Handbook rev. 2/2012

R
iverside County - Low Impact Development BMP Design Handbook rev. 2/2012

R
iverside County - Low Impact Development BMP Design Handbook rev. 2/2012

R
iverside County - Low Impact Development BMP Design Handbook rev. 2/2012

What is stormwater runoff?
Why is stormwater runoff a problem?
The effects of pollution
Stormwater runoff occurs when precipitation
from rain or snowmelt flows over the ground.

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

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

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

Sediment can cloud the water
and make it difficult or
impossible for aquatic plants to
grow. Sediment also can
.


destroy aquatic habitats
Excess nutrients can cause
algae blooms. When algae die,
they sink to the bottom and decompose
in a process that removes oxygen from
the water. Fish and other aquatic
organisms can’t exist in water with low
dissolved oxygen levels.

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

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

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

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

Polluted stormwater often
affects drinking water
sources. This, in turn, can
affect human health and
increase drinking water
treatment costs.










After the Storm
EPA 833-B-03-002
January 2003
For more information contact:
or visit
www.epa.gov/npdes/stormwater
www.epa.gov/nps
A Citizen’s Guide to
Understanding Stormwater

WHEN IT RAINS

IT DRAINS

WHEN IT RAINS
IT DRAINS Internet Address (URL) HTTP://www.epa.gov
Recycled/Recyclable Printed With Vegetable
Oil Based Inks on 100% Postconsumer,
Process Chlorine Free Recycled Paper
●
●
Auto care
Washing your car and
degreasing auto parts at home
can send detergents and other
contaminants through the
storm sewer system. Dumping
automotive fluids into storm
drains has the same result as
dumping the materials directly
into a waterbody.

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

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

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

Pathogens can cause public
health problems and
environmental concerns.

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

Education is essential to changing people's behavior.

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

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




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

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








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

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

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

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




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

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

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






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

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

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

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

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






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

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

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

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








Clean up spills immediately and properly
dispose of cleanup materials.

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

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

Install and maintain oil/water separators.

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









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

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

Vegetate riparian areas along waterways.

Rotate animal grazing to prevent soil erosion in fields.

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

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

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

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










Conduct preharvest planning to prevent erosion and lower costs.

Use logging methods and equipment that minimize soil disturbance.

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

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

Expedite revegetation of cleared areas.

Commercial
Stormwater Pollution Solutions
Construction
Agriculture Automotive
Facilities
Forestry

- 1 -
Project Specific Water Quality Management Plan
A Template for Projects located within the Santa Ana Watershed Region of Riverside County Project Title: Kaiser Permanente Riverside Medical Center – Fillmore Lot Public Works No: GP-2021-17529
Design Review/Case No: DP-2021-01306
Original Date Prepared: 10/1/2021
Revision Date(s): 12/7/2021
1/13/2022
Prepared for Compliance with
Regional Board Order No. R8-2010-0033
Contact Information:

Prepared for:

CO Architects
5055 Wilshire Blvd, Suite 900
Los Angeles, CA. 90036
Phone: (714) 884-1308
Attn: Tom Chessum
Prepared by:

Scott Davis P.E.

Michael Baker International
9755 Clairemont Mesa Blvd,
San Diego CA 92124
Phone: 858-614-5000
Preliminary
Final
- 2 -
OWNER’S CERTIFICATION
This Project-Specific Water Quality Management Plan (WQMP) has been prepared for CO Architects by Michael Baker International for the Kaiser Permanente Riverside Medical Hospital.

This WQMP is intended to comply with the requirements of the City of Riverside for the planned development of an offsite parking lot along Filmore Street, Planning Case No. DP-2021-01306 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 the City of Riverside Water Quality Ordinance (Municipal Code Section 14.12.315).
"I, the undersigned, certify under penalty of law that the provisions of this WQMP have been reviewed and accepted and that the WQMP will be transferred to future successors in interest."

Owner’s Signature Date

Owner’s Printed Name Owner’s Title/Position
PREPARER’S CERTIFICATION
“The selection, sizing and design of stormwater treatment and other stormwater quality and quantity control measures in this plan meet the requirements of Regional Water Quality Control Board Order No. R8-2010-0033 and any subsequent amendments thereto.”
1/13/2022
Preparer’s Signature Date
Scott Davis Project Manager
Preparer’s Printed Name Preparer’s Title/Position
Preparer’s Licensure: P.E.
- 3 -

Table of Contents
Section A: Project and Site Information........................................................................................................ 5 A.1 Maps and Site Plans ............................................................................................................................ 5 A.2 Receiving Waters ................................................................................................................................ 6 A.3 Additional Permits/Approvals required for the Project: .................................................................... 6 Section B: Optimize Site Utilization (LID Principles) ..................................................................................... 7 Section C: Delineate Drainage Management Areas (DMAs) ......................................................................... 8 Section D: Implement LID BMPs ................................................................................................................... 9 D.1 Infiltration Applicability ...................................................................................................................... 9 D.2 Harvest and Use Assessment ............................................................................................................ 10 D.3 Bioretention and Biotreatment Assessment .................................................................................... 11 D.4 Feasibility Assessment Summaries ................................................................................................... 12 D.5 LID BMP Sizing .................................................................................................................................. 13 Section E: Alternative Compliance (LID Waiver Program) .......................................................................... 13 Section F: Hydromodification ..................................................................................................................... 14 F.1 Hydrologic Conditions of Concern (HCOC) Analysis .......................................................................... 14 F.2 HCOC Mitigation ................................................................................................................................ 15 Section G: Source Control BMPs ................................................................................................................. 16 Section H: Construction Plan Checklist ....................................................................................................... 17 Section I: Operation, Maintenance and Funding ........................................................................................ 18

- 4 -
List of Tables
Table A.1 Identification of Receiving Waters ................................................................................................ 6 Table A.2 Other Applicable Permits .............................................................................................................. 6 Table C.1 DMA Classifications ....................................................................................................................... 8 Table C.2 Type ‘A’, Self-Treating Areas ......................................................................................................... 8 Table C.3 Type ‘B’, Self-Retaining Areas ....................................................................................................... 8 Table C.4 Type ‘C’, Areas that Drain to Self-Retaining Areas ........................................................................ 8 Table C.5 Type ‘D’, Areas Draining to BMPs ................................................................................................. 8 Table D.1 Infiltration Feasibility .................................................................................................................... 9 Table D.2 LID Prioritization Summary Matrix ............................................................................................. 12 Table D.3 DCV Calculations for LID BMPs ................................................................................................... 13 Table F.1 Hydrologic Conditions of Concern Summary .............................................................................. 14 Table G.1 Permanent and Operational Source Control Measures ............................................................. 16 Table H.1 Construction Plan Cross-reference ............................................................................................. 17 List of Appendices
Appendix 1: Maps and Site Plans ................................................................................................................ 19 Appendix 2: Construction Plans .................................................................................................................. 20 Appendix 3: Soils Information ..................................................................................................................... 21 Appendix 4: Historical Site Conditions ........................................................................................................ 22 Appendix 5: LID Infeasibility ........................................................................................................................ 23 Appendix 6: BMP Design Details ................................................................................................................. 24 Appendix 7: Hydromodification .................................................................................................................. 25 Appendix 8: Source Control ........................................................................................................................ 26 Appendix 9: O&M ....................................................................................................................................... 27 Appendix 10: Educational Materials ....................................................................................................... - 28 - - 5 -
Section A: Project and Site Information
The Magnolia Avenue offsite parking lot is located at 11510 Magnolia Ave, Riverside CA 92505. The existing undeveloped lot is adding a parking lot, landscaping, and a bioretention basin. The total disturbed area is about 4.61 acres. Total impervious cover will be increased compared to the existing condition. The project location is also in hydromodification exemption area of the County.

PROJECT INFORMATION
Type of Project: Commercial
Ward Area: Ward 6
Community Name: La Sierra
Development Name: Kaiser Permanente Riverside – Fillmore Lot

PROJECT LOCATION
Latitude & Longitude (DMS): 33°53'55.67"N 117°29'2.09"W Project Watershed and Sub-Watershed: Santa Ana; Santa Ana River, Reach 3 APN(s): 132-020-033
Map Book and Page No.: PM 5/49

PROJECT CHARACTERISTICS
Proposed or Potential Land Use(s) Parking Lot
Proposed or Potential SIC Code(s) 7521
Area of Impervious Project Footprint (SF) 169,500
Total Area of proposed Impervious Surfaces within the Project Limits (SF)/or Replacement 169,500 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 (SF) 15,000 Is the project located within any MSHCP Criteria Cell? Y N If so, identify the Cell number: N/A
Are there any natural hydrologic features on the project site? Y N Is a Geotechnical Report attached? Y N
If no Geotech. Report, list the NRCS soils type(s) present on the site (A, B, C and/or D) B What is the Water Quality Design Storm Depth for the project? 0.60 inches A.1 Maps and Site Plans
Appendix 1 includes a map of the local vicinity and existing site. In addition, WQMP Site Plan, located in Appendix 1, includes the following:
• Drainage Management Areas
• Proposed Structural BMPs
• Drainage Path
• Drainage Infrastructure, Inlets, Overflows
• Source Control BMPs
• Buildings, Roof Lines, Downspouts
• Impervious Surfaces
• Standard Labeling

- 6 -
A.2 Receiving Waters
In order of upstream to downstream, the receiving waters that the project site is tributary to are as follows. A map of the receiving waters is included in Appendix 1.

Table A.1 Identification of Receiving Waters
Receiving Waters Hydrologic
Unit
EPA Approved
303(d) List
Impairments
Designated
Beneficial Uses
Proximity to RARE
Beneficial Use
La Sierra Channel 801.25 N/A REC2, WARM, WILD 10 Miles
Arlington Channel 801.25 N/A REC2, WARM, WILD 10 MIles
Temescal Creek Reach 1a 801.25 N/A REC2, WARM, WILD 10 Miles Prado Basin Management
Zone 802.21 PH REC1, REC2, WARM, WILD, RARE N/A
A.3 Additional Permits/Approvals required for the Project:

Table A.2 Other Applicable Permits
Agency Permit Required
State Department of Fish and Game, 1602 Streambed Alteration Agreement Y N State Water Resources Control Board, Clean Water Act (CWA) Section 401 Water Quality Cert. Y N US Army Corps of Engineers, CWA Section 404 Permit Y N
US Fish and Wildlife, Endangered Species Act Section 7 Biological Opinion Y N Statewide Construction General Permit Coverage Y N
Statewide Industrial General Permit Coverage Y N
Western Riverside MSHCP Consistency Approval (e.g., JPR, DBESP) Y N Other (please list in the space below as required)
City of Riverside Conditional Use Permit
City of Riverside Design Review
City of Riverside Building Permit
City of Riverside Grading Permit
City of Riverside Construction Permit
Y
Y
Y
Y
Y
N
N
N
N
N

- 7 -
Section B: Optimize Site Utilization (LID Principles)
Site Optimization
Does the project identify and preserve existing drainage patterns? If so, how? If not, why? Yes. Existing conditions drainage patterns will be preserved and maintained in the proposed condition. The project site is graded to convey sheet flow across the parking lot to the Northwest, as in the existing condition. The proposed project will not divert drainage areas to new outfalls.

Does the project identify and protect existing vegetation? If so, how? If not, why? Yes. The project will preserve existing vegetation to the maximum extent possible. Given that the project will develop the existing undeveloped lot into a parking facility, very little vegetation will be preserved.

Does the project identify and preserve natural infiltration capacity? If so, how? If not, why? Yes. An infiltration basin will infiltrate runoff.

Does the project identify and minimize impervious area? If so, how? If not, why? Yes. The project will minimize the incorporation of impervious areas to the maximum extent possible.

However, the proposed parking lot will introduce a significant amount of new impervious areas, compared to the existing condition.

Does the project identify and disperse runoff to adjacent pervious areas? If so, how? If not, why? No. Runoff will be directed to a biofiltration basin for water quality treatment and flow control.

- 8 -
Section C: Delineate Drainage Management Areas
(DMAs)
Table C.1 DMA Classifications
DMA Name or ID Surface Type(s) Area (Sq. Ft.) DMA Type
DMA 1 Concrete or Asphalt 169,500 Bioretention
Landscape 31,318
Table C.2 Type ‘A’, Self-Treating Areas
DMA Name or ID Area (Sq. Ft.) Stabilization Type Irrigation Type (if any) 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

 =
 +

 ∙



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 Runoff factor Product
DMA name /ID
Area (square
feet) Ratio
[A] [B] [C] = [A] x [B] [D] [C]/[D]

N/A N/A
Table C.5 Type ‘D’, Areas Draining to BMPs
DMA Name or ID BMP Name or ID
DMA-1 INF-1 Infiltration Basin
- 9 -
Section D: Implement LID BMPs
D.1 Infiltration Applicability
Is there an approved downstream ‘Highest and Best Use’ for stormwater runoff (ref: Chapter 2.4.4 of the WQMP Guidance Document)? Y N
Geotechnical Report
A Geotechnical Report is required by the City of Riverside to confirm present and past site characteristics that may affect the use of Infiltration BMPs, see Appendix 3.

Is this project classified as a small project consistent with the requirements of Chapter 2 of the WQMP Guidance Document? Y N
Infiltration Feasibility
Table D.1 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: Project site is generally located on an area with small infiltration capability ranging from 0.7 to 0.8 inches/hr. All DMA’s will be affected.
…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:

- 10 -
D.2 Harvest and Use Assessment
The following conditions apply:
☐ Reclaimed water will be used for the non-potable water demands for the project. ☐ Downstream water rights may be impacted by Harvest and Use as approved by the Regional Board (verified with the City of Riverside).
☒ The Design Capture Volume will be addressed using Infiltration Only BMPs. (Harvest and Use BMPs are still encouraged, but are not required as the Design Capture Volume will be infiltrated or evapotranspired).
☐ None of the above.

Harvest and Use BMPs need to be assessed for the site.

Irrigation Use Feasibility
Step 1: Total Area of Irrigated Landscape: 0.72 ac
Type of Landscaping (Conservation Design or Active Turf): Conservation Design Step 2: Total Area of Impervious Surfaces: 3.89 ac
Step 3: The project EIATIA factor: 0.79
Step 4: Minimum required irrigated area: 3.07
Step 5:

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

3.09 0.72
- 11 -
Toilet Use Feasibility
Step 1: Projected Number of Daily Toilet Users: n/a
Project Type: Commercial/Parking Lot
Step 2: Total Area of Impervious Surfaces: n/a
Step 3: The project TUTIA factor: n/a
Step 4: Minimum number of toilet users: n/a
Step 5:

Minimum required Toilet Users (Step 4) Projected number of toilet users (Step 1) n/a n/a
Other Non-Potable Use Feasibility
n/a
Step 1: Average Daily Demand: n/a
Step 2: Total Area of Impervious Surfaces: n/a
Step 3: The project factor: n/a
Step 4: Minimum required use: n/a
Step 5:

Minimum required non-potable use (Step 4) Projected average daily use (Step 1) n/a n/a
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.

For the project, the following applies:
☐ LID Bioretention/Biotreatment BMPs will be used for some or all DMAs of the project as noted below in Section D.4
☐ A site-specific analysis demonstrating the technical infeasibility of all LID BMPs has been performed and is included in Appendix 5.
☒ None of the above.

- 12 -
D.4 Feasibility Assessment Summaries
Table D.2 LID Prioritization Summary Matrix
DMA
Name/ID
LID BMP Hierarchy No LID
(Alternative

1. Infiltration 2. Harvest and use 3. Bioretention 4. Biotreatment Compliance) DMA 1

- 13 -
D.5 LID BMP Sizing
Table D.3 DCV Calculations for LID BMPs
DMA
Type/ID
DMA
Area
(square
feet)
PostProject
Surface
Type
Effective
Impervious
Fraction, If
DMA
Runoff
Factor
DMA
Areas x
Runoff
Factor
Enter BMP Name / Identifier Here
Infiltration Basin #1
[A] [B] [C] [A] x [C]
DMA 1 169,500 Asphalt
Concrete

1.00 0.89 151,194
DMA 1 31,318 Landscaped
Areas

0.1 0.11 3,459.3
Design
Storm
Depth
(in)
Design Capture
Volume, VBMP
(cubic feet)
Proposed
Volume
on Plans
(cubic
feet)
200,818
154,653.3 0.6 7,733 12,731
[B], [C] are obtained from Section 2.3.1 of the WQMP Guidance Document [E] is obtained from Exhibit A of the WQMP Guidance Document [G] is obtained from LID BMP design procedure sheet, placed in Appendix 6 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 confirmation of LID waiver approval by the Regional Board). For the project, the following applies:
☒ 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 sitespecific analysis demonstrating technical infeasibility of LID BMPs has been approved by the Regional Board and included in Appendix 5. Additionally, no downstream regional and/or subregional LID BMPs exist or are available for use by the project. The 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.

- 14 -
Section F: Hydromodification
F.1 Hydrologic Conditions of Concern (HCOC) Analysis
The project does not create a Hydrologic Condition of Concern, meeting the criteria for HCOC Exemption as shown below:

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

Does the project qualify for this HCOC Exemption? Y N
HCOC EXEMPTION 2: The volume and time of concentration1 of storm water runoff for the postdevelopment 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 City of Riverside
Does the project qualify for this HCOC Exemption? Y N
Results included in Table F.1 below and hydrologic analysis included in Appendix 7.

Table F.1 Hydrologic Conditions of Concern Summary
2 year – 24 hour
Pre-condition Post-condition % Difference
Time of
Concentration
n/a n/a n/a
Flow (CFS) n/a n/a n/a
Volume (Cubic Feet) n/a n/a n/a
1 Time of concentration is defined as the time after the beginning of the rainfall when all portions of the drainage basin are contributing to flow at the outlet.

- 15 -
HCOC EXEMPTION 3: All downstream conveyance channels to an adequate sump (Prado Dam, Santa Ana River) 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 Sensitivity Maps.

Does the project qualify for this HCOC Exemption? Y N
The project drains to existing Magnolia Ave storm drain/La Sierra Channel and eventually connect to downstream Temescal Channel to discharges into Prado Dam of Santa Ana River.

F.2 HCOC Mitigation
As an alternative to the HCOC Exemption Criteria above, HCOC criteria is considered mitigated if the project meets one of the following conditions, as indicated:
a. Additional LID BMPS are implemented onsite or offsite to mitigate potential erosion or habitat impacts as a result of HCOCs. This can be conducted by an evaluation of site-specific conditions utilizing accepted professional methodologies published by entities such as the California Stormwater Quality Association (CASQA), the Southern California Coastal Water Research Project (SCCRWP), or other Co-Permittee approved methodologies for site-specific HCOC analysis. b. The project is developed consistent with an approved Watershed Action Plan that addresses HCOC in Receiving Waters.
c. Mimicking the pre-development hydrograph with the post-development hydrograph, for a 2-year return frequency storm. Generally, the hydrologic conditions of concern are not significant, if the post-development hydrograph is no more than 10% greater than pre-development hydrograph.

In cases where excess volume cannot be infiltrated or captured and reused, discharge from the site must be limited to a flow rate no greater than 110% of the pre-development 2-year peak flow. d. None of the above.

- 16 -
Section G: Source Control BMPs
The following table identifies the potential sources of runoff pollutants for this project and specifies how they are addressed through permanent controls and operational BMPs:

Table G.1 Permanent and Operational Source Control Measures Potential Sources of Runoff
pollutants
Permanent Structural Source
Control BMPs
Operational Source Control BMPs
On-site storm drain inlets Mark all inlets with the words “Only Rain Down the Storm Drain” or
similar. Catch Basin Markers may be
available from the Riverside County
Flood Control and Water District
Conservation District, call
951.955.1200 to verify.

Maintain and periodically repaint or
replace inlet markings.

Provide stormwater pollution
prevention information to new site
owners, lessees, or operators.

See applicable operational BMPs in
Fact Sheet SC-44, “Drainage System
Maintenance,” in the CASQA
Stormwater Quality Handbook at
www.cabmphandbooks.com
Include the following in less
agreements: “Tenants shall not
allow anyone to discharge anything
to storm drains or to store or
deposit materials so as to create a
potential discharge to storm drains”
Landscape/ Outdoor Pesticide The final landscape plans will accomplish all of the following:

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

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

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

Maintain landscaping using
minimum or no pesticides.

See applicable operational BMPs in
“What you should know for
Landscaping and Gardening” at
http://rcflood.org/stormwater
Provide IPM information to new
owners, leasees and operators.

Plazas, sidewalks, and parking
lots.

Periodic sweeping of sidewalks 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.
- 17 -
Section H: Construction Plan Checklist
Table H.1 Construction Plan Cross-reference
BMP No.
or ID
BMP Identifier and Description Plan Sheet
Number(s)
Latitude / Longitude
DMA 1 INF-1 Infiltration Basin #1 C6 33°53'55.67"N 117°29'2.09"W

- 18 -
Section I: Operation, Maintenance and Funding
As required by the City of Riverside, the following Operation, Maintenance and Funding details are provided as summarized:

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.

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

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.

See Appendix 9 for a detailed Stormwater BMP Operation and Maintenance Plan that sets forth a maintenance schedule for each of the Stormwater BMPs built on site, and an agreement assigning responsibility for maintenance and providing for inspections and certification.

Maintenance Mechanism: The Developer will be responsible for the implementation, operation and maintenance of this WQMP until proper turnover to Owner.

Will the proposed BMPs be maintained by a Home Owners’ Association (HOA) or Property Owners Association (POA)?
Y N
Kaiser Permanente will be responsible for the implementation, O&M of the BMPs.

Operation and Maintenance Plan and Maintenance Mechanism is included in Appendix 9. Educational materials for those personnel that will be maintaining the proposed BMPs within this Project-Specific WQMP are included in Appendix 10.
- 19 -
Appendix 1: Maps and Site Plans
Location Map, WQMP Site Plan and Receiving Waters Map
KAISER PERMNANTE RIVERSIDE MEDICAL CENTER – FILMORE LOT

VICINITY MAP
N.T.S
710
710
710
710
715
720
715
715
715
720
710
720 EOH EOH EOH EOH EOH EOH SD E E E

IRR VAN

ADA ADA ADA ADA ADA ADA
VAN

ADA ADA ADA ADA ADA SECT B
SECT A RIVERSIDE FWY MAGNOLOIA AVE. FILLMORE ST.
9755 Clairemont Mesa Blvd., San Diego, CA 92124
Phone: (858) 614-5000 · MBAKERINTL.COM KAISER PERMANENTE RIVERSIDE MEDICAL CENTER - FILLMORE STREET PARKING LOT WQMP SITE PLAN SECTION B - PROPOSED INFILTRATION BASIN SECTION A - PROPOSED INFILTRATION BASIN 






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Temescal Creek, Reach 1
Santa Ana River, Reach 3
Anza Park Drain Lake Evans Arlington Channel La Sierra Channel Mockingbird Reservoir Lake Matthews Sycamore Creek Lake Evans to Santa Ana River, Reach 3 Tequesquite Arroyo (Sycamore Creek) to Santa Ana River, Reach 3 Anza Park Drain to Santa Ana River, Reach 3
Santa Ana River, Reach 3
Mockingbird Reservoir to Temescal Creek, Reach 1 to Santa Ana River, Reach 3 - via Arlington Channel
Temescal Creek, Reach 1 to Santa Ana River, Reach 3 - via Arlington Channel
Temescal Creek, Reach 1 to Santa Ana River, Reach 3 - via La Sierra Channel to Arlington Channel Outside City Limits San Jacinto Watershed RECEIVING WATERS MAP LEGEND © 2009. All Rights Reserved. City of Riverside, California.

Filmore
Parking Lot -
Project Site
- 20 -
Appendix 2: Construction Plans
Grading and Drainage Plans
CITY OF RIVERSIDE Site Development Plan Number: OWNER: Kaiser Foundation Hospitals PHONE: 626.405.6333 Sheet: ADDRESS: 393 E. Walnut Street Pasadena, CA 91188 ARCHITECT, ENGINEER, DESIGNER: CO Architects, Michael Baker International, Ridge Landscape Architects, Glumac PHONE: 323.525.0500 (Architect) ADDRESS: 5055 Wilshire Blvd. 9th Floor, Los Angeles CA 90036 (Architect) TYPE OF DEVELOPMENT: XXXXX LOCATION: 11510 Magnolia Ave. Riverside, CA 92505 ZONE: XXXXX ACCESSOR'S PARCEL NUMBER: 132-020-033 11510 MAGNOLIA AVE JANUARY 04, 2022 9755 Clairemont Mesa Blvd, San Diego, CA 92124 Phone: (858) 614-5000 · MBAKERINTL.COM NOTES C1.00ARCHITECT CIVIL ENGINEER EXISTING UTILITY NOTE STORM WATER NOTE SITE ADDRESS UTILITY COMPANIES TOPOGRAPHY SOURCE BENCHMARK FEMA ZONE OWNER/ DEVELOPER GRADING NOTES “ ”“ ” “ ” UTILITY NOTES UNDERGROUND UTILITY NOTE EARTHWORK LAND USE DISTURBED AREA LEGAL DESCRIPTION BASIS OF COORDINATES & BEARINGS 710 710 710 710 715
720
715 715 715 720 710 720 W W W W W W W W W G G G G G G G G G T T T T T T T T T T T T T T T T S S S S S S S S S W W W W W W W W W W W W W W G G G G G G G G G G W W W W W W W W W W W W W W W W W W W W T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T G G G G G G G G G G W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W EOH EOH EOH EOH EOH EOH E E G G G G SD E E E G G G G G G G G G G G G G G G G G G G G G S S S S S S S S S S S S S S S S S S S F F F F F F F F F F F F F F F F F F F F F F F F F F E E E E E E E E E E E E E E E E E E E E CITY OF RIVERSIDE Site Development Plan Number: OWNER: Kaiser Foundation Hospitals PHONE: 626.405.6333 Sheet: ADDRESS: 393 E. Walnut Street Pasadena, CA 91188 ARCHITECT, ENGINEER, DESIGNER: CO Architects, Michael Baker International, Ridge Landscape Architects, Glumac PHONE: 323.525.0500 (Architect) ADDRESS: 5055 Wilshire Blvd. 9th Floor, Los Angeles CA 90036 (Architect) TYPE OF DEVELOPMENT: XXXXX LOCATION: 11510 Magnolia Ave. Riverside, CA 92505 ZONE: XXXXX ACCESSOR'S PARCEL NUMBER: 132-020-033 11510 MAGNOLIA AVE JANUARY 04, 2022 9755 Clairemont Mesa Blvd, San Diego, CA 92124 Phone: (858) 614-5000 · MBAKERINTL.COM EXISTING CONDITIONS C2.00 LEGEND 710
710
710
710
715
720
715
715
715
720
710
720

WWWWWWWWW G G G G G G G G G T T T T T T T T T T T T T T T T S S S S S S S S S W W W W W W W W W

W W W W W G G G G G G G G G G W W W W W W W W W W W W W W W W W W W W T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T G G G G G G G G G G W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W EOH EOH EOH EOH EOH EOH E E G G G G SD E E E G G G G G G G G G G G G G G G G G G G G G S S S S S S S S S S S S S S S S S S S F F F F F F F F F F F F F F F F F F F F F F F F F F E E E E E E E E E E E E E E E E E E E E

IRR VAN

ADA ADA ADA ADA ADA ADA
VAN
ADA ADA ADA ADA ADA A C4.00 B C4.00 C C4.00 CITY OF RIVERSIDE Site Development Plan Number:

OWNER: Kaiser Foundation Hospitals PHONE: 626.405.6333 Sheet: ADDRESS: 393 E. Walnut Street Pasadena, CA 91188 ARCHITECT, ENGINEER, DESIGNER: CO Architects, Michael Baker International, Ridge Landscape Architects, Glumac PHONE: 323.525.0500 (Architect) ADDRESS: 5055 Wilshire Blvd. 9th Floor, Los Angeles CA 90036 (Architect) TYPE OF DEVELOPMENT: XXXXX LOCATION: 11510 Magnolia Ave. Riverside, CA 92505 ZONE: XXXXX ACCESSOR'S PARCEL NUMBER: 132-020-033 11510 MAGNOLIA AVE JANUARY 04, 2022 9755 Clairemont Mesa Blvd, San Diego, CA 92124 Phone: (858) 614-5000 · MBAKERINTL.COM LEGEND CROSS SECTIONS C3.00 SITE PLAN PARKING STALL COUNT CITY OF RIVERSIDE Site Development Plan Number:

OWNER: Kaiser Foundation Hospitals PHONE: 626.405.6333 Sheet: JANUARY 5, 2022 ADDRESS: 393 E. Walnut Street Pasadena, CA 91188 ARCHITECT, ENGINEER, DESIGNER: CO Architects, Michael Baker International, Ridge Landscape Architects, Glumac PHONE: 323.525.0500 (Architect) ADDRESS: 5055 Wilshire Blvd. 9th Floor, Los Angeles CA 90036 (Architect) TYPE OF DEVELOPMENT: XXXXX LOCATION: 10800 Magnolia Ave. Riverside, CA 92505 ZONE: XXXXX ACCESSOR'S PARCEL NUMBER: 138-470-010 RIVERSIDE MEDICAL CENTER CROSS SECTIONS C4.00 SECTION A SECTION B SECTION C - 21 -
Appendix 3: Soils Information
Geotechnical Study and Other Infiltration Testing Data
Hydrologic Soil Group—Western Riverside Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
9/30/2021

3750790 3750830 3750870 3750910 3750950 3750990 3751030 3751070 3751110 3750790 3750830 3750870 3750910 3750950 3750990 3751030 3751070 3751110 455210 455250 455290 455330 455370 455410 455450
455210 455250 455290 455330 455370 455410 455450
33° 53' 58'' N
117° 29' 4'' W
33° 53' 58'' N
117° 28' 54'' W
33° 53' 47'' N
117° 29' 4'' W
33° 53' 47'' N
117° 28' 54'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 50 100 200 300
Feet
0 20 40 80 120
Meters
Map Scale: 1:1,680 if printed on A portrait (8.5" x 11") sheet.

Soil Map may not be valid at this scale.

MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:15,800.

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

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

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

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

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

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

Soil Survey Area: Western Riverside Area, California
Survey Area Data: Version 13, May 27, 2020
Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

Date(s) aerial images were photographed: May 10, 2018—Jun 5, 2018
The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.

Hydrologic Soil Group—Western Riverside Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
9/30/2021

Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI AoC Arlington fine sandy
loam, deep, 2 to 8
percent slopes
B 5.1 100.0%
Totals for Area of Interest 5.1 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms.

The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows:

Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission.

Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture.

These soils have a moderate rate of water transmission.

Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission.

Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission.

If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes.

Rating Options
Aggregation Method: Dominant Condition
Hydrologic Soil Group—Western Riverside Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
9/30/2021

Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—Western Riverside Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
9/30/2021

Geotechnical Engineering Report
Offsite Parking – K0268
Magnolia Avenue and Fillmore Street
Kaiser Permanente Riverside Medical Center
Riverside, California
Prepared for:

Kaiser Permanente
Riverside/Moreno Valley Service Area
182 Granite Street
Corona, California 92879
August 25, 2021
Project No.: 210642.3
2883 East Spring Street
Suite 300
Long Beach CA 90806
Tel 562.426.3355
Fax 562.426.6424

August 25, 2021
Project No. 210642.3
Wendy Scott
Senior Project Manager
Riverside/Moreno Valley Service Area
182 Granite Street
Corona, California 92879
Subject: Geotechnical Engineering Report
Offsite Parking – K0268
Magnolia Avenue and Fillmore Street
Kaiser Permanente Riverside Medical Center
Riverside, California
Dear Ms. Scott:

In accordance with your request and authorization, we are presenting the results of our geotechnical engineering evaluation for the proposed offsite parking lot at Kaiser Permanente Riverside Medical Center. The purpose of this investigation has been to provide recommendations for the preparation of the subgrade soil for the proposed parking lot at the above-referenced location.

Please note that the recommendations presented within the report are based on assumptions stated herein. Should conditions encountered during development differ from those assumed in our analyses, or should the proposed development change, our recommendations may need to be modified accordingly.

We appreciate the opportunity to be of service on this project. Should you have any questions regarding this report or if we can be of further service, please do not hesitate to contact the undersigned.

Respectfully submitted,
TWINING, INC.

Douglas Crayton Adrian Moreno, PE 87057
Staff Engineer Project Engineer
2883 East Spring Street
Suite 300
Long Beach CA 90806
Tel 562.426.3355
Fax 562.426.6424

ii

TABLE OF CONTENTS
Page

1. INTRODUCTION 1

2. SITE DESCRIPTION AND PROPOSED DEVELOPMENT 1

2.1. SITE DESCRIPTION ............................................................................................... 1

3. SCOPE OF WORK 1

3.1. LITERATURE REVIEW ........................................................................................... 1

3.2. FIELD EXPLORATION ........................................................................................... 1

3.3. GEOTECHNICAL LABORATORY TESTING ......................................................... 1

3.4. ENGINEERING ANALYSES AND REPORT PREPARATION .............................. 2

4. SITE GEOLOGY AND SUBSURFACE CONDITIONS 2

4.1. REGIONAL GEOLOGY .......................................................................................... 2

4.2. SUBSURFACE EARTH MATERIALS .................................................................... 2

4.3. GROUNDWATER .................................................................................................... 2

5. GEOTECHNICAL ENGINEERING RECOMMENDATIONS 3

5.1. GENERAL CONSIDERATIONS ............................................................................. 3

5.2. EXPANSIVE SOILS ................................................................................................ 3

5.3. SITE PREPARATION AND EARTHWORK ............................................................ 3

5.3.1. Site Preparation ........................................................................................... 3

5.3.2. Temporary Excavations ............................................................................ 3

5.3.3. Over-Excavation and Subgrade Preparation ...................................... 4

5.3.4. Materials for Fill ........................................................................................... 5

5.3.5. Compacted Fill ............................................................................................. 5

5.3.6. Excavation Bottom Stability ..................................................................... 5

5.3.7. Backfill for Utility Trench ........................................................................... 5

5.3.8. Rippability ...................................................................................................... 6

5.3.9. Construction Dewatering .......................................................................... 6

5.4. POLE FOUNDATIONS ........................................................................................... 7

5.4.1. Non-Constrained Ground ......................................................................... 7

5.4.2. Constrained Ground ................................................................................... 7

5.5. PAVEMENT RECOMMENDATIONS ...................................................................... 8

5.5.1. Flexible Pavement Design ........................................................................ 8

5.5.2. Rigid Pavement Design ............................................................................. 8

5.6. INFILTRATION RECOMMENDATIONS .................................................................. 9

6. DESIGN REVIEW AND CONSTRUCTION MONITORING 10

6.1. PLANS AND SPECIFICATIONS ........................................................................... 10

6.2. CONSTRUCTION MONITORING ......................................................................... 10

7. LIMITATIONS 10
2883 East Spring Street
Suite 300
Long Beach CA 90806
Tel 562.426.3355
Fax 562.426.6424

iii
Figures
Figure 1 – Site Location Map
Figure 2 – Site Plan and Boring Location Map
Figure 3 – Regional Geologic Map

Appendices
Appendix A – Field Exploration
Appendix B – Laboratory Testing
Appendix C – Percolation Testing

2883 East Spring Street
Suite 300
Long Beach CA 90806
Tel 562.426.3355
Fax 562.426.6424

1. INTRODUCTION
This report presents the results of our geotechnical evaluation performed for the proposed offsite parking lot for the Kaiser Permanente Riverside Medical Center in Riverside, California (Figure 1).

The purpose of this investigation has been to provide geotechnical engineering recommendations for the proposed improvements.

2. SITE DESCRIPTION AND PROPOSED DEVELOPMENT

2.1. Site Description
The proposed offsite parking lot is located south of Magnolia Avenue, west of Fillmore Street, and north of the Riverside 91 Freeway. The property is currently a vacant lot that is spans between Magnolia on the north and the 91 freeway on the south. An apartment complex is adjacent to the west side of the lot and trailer park homes bound the lot on the east side.

The approximate site coordinates for the building are latitude 33.8979°N and longitude 117.4832°W and the lot is approximately 699-709 feet above mean sea level (MSL).

3. SCOPE OF WORK
To prepare this report, we have performed the following tasks:

3.1. Literature Review
We reviewed readily available background data including geologic maps, topographic maps, and aerial photographs relevant to the subject site in preparation of this report.

3.2. Field Exploration
The field exploration consisted of four exploratory borings conducted at the site on August 5, 2021. The subsurface exploration was performed using a 5-inch-diameter hand auger. The borings were advanced to depths of approximately 5 feet below ground surface. Upon completion of the borings, two of the borings were converted to percolation test holes for percolation testing.

The approximate locations of the borings are shown on Figure 2, Site Plan and Boring Location Map. Detailed exploration information of the soil borings is presented in Appendix A, Field Exploration.

3.3. Geotechnical Laboratory Testing
Laboratory tests were performed on selected samples obtained from the borings to aid in the soil classification and to evaluate the engineering properties of the foundation soils. Laboratory tests included tests for Atterberg Limits, #200 Wash, Resistance Value (R-value), and Expansion Index. The detailed laboratory test results are presented in Appendix B, Laboratory Testing.
2883 East Spring Street
Suite 300
Long Beach CA 90806
Tel 562.426.3355
Fax 562.426.6424

3.4. Engineering Analyses and Report Preparation
We compiled and analyzed the data collected from our site observation, subsurface evaluation, and laboratory testing, and prepared this report to present our conclusions and recommendations, including:
 Site geology, and subsurface conditions;
 Groundwater conditions;
 Site preparation and earthwork;
 Design of pole foundations;
 Temporary excavations;
 Trench backfill; and
 Recommendations for pavement design.

4. SITE GEOLOGY AND SUBSURFACE CONDITIONS

4.1. Regional Geology
According to the “Geologic Map of the Riverside West/south ½ of Fontana Quadrangles,“ (Dibblee and Minch, 2004), site is underlain by alluvium consisting of “alluvial fan deposits of sand, minor gravel, tan to light reddish brown” (map symbol: Qoa). Portions of the map are reproduced as Figure 3, Regional Geologic Map.

4.2. Subsurface Earth Materials
Earth materials encountered during our subsurface exploration consisted of sandy silt within all locations. The borings were all terminated at 5 feet beneath the ground surface. The materials encountered were generally dry to slightly moist. The upper approximately 1 foot in all locations consisted of fill that should be considered undocumented since no records of its placement is available. The fill was underlain by alluvium to the depth of exploration at all locations.

Detailed information about soil borings is presented in Appendix A, Field Exploration.

4.3. Groundwater
Groundwater was not encountered at either site during our exploration to a maximum of 5 feet below ground surface. Based on our review of data from the California Department of Water Resources Groundwater Information Center Interactive Map Application, a groundwater well located approximately 4,000 feet southwest of the project site has recorded groundwater at a depth greater than 50 feet below the ground surface (bgs) as of October 2021. The groundwater level can be assumed to be greater than 50 feet below ground surface for the design of the project
Groundwater conditions may vary across the site due to stratigraphic and hydrologic conditions and may change over time as a consequence of seasonal and meteorological fluctuations, or of activities by humans at this and nearby sites.
2883 East Spring Street
Suite 300
Long Beach CA 90806
Tel 562.426.3355
Fax 562.426.6424

5. GEOTECHNICAL ENGINEERING RECOMMENDATIONS

5.1. General Considerations
Based on the results of our field exploration and engineering analyses, it is our opinion that the proposed improvements are feasible from a geotechnical standpoint provided that the recommendations in this report are incorporated into the design plans and are implemented during construction.

Our geotechnical engineering analyses performed for this report were based on the earth materials encountered during the subsurface exploration for the site. If the design substantially changes, then our geotechnical engineering recommendations would be subject to revision based on our evaluation of the changes. The following sections present our conclusions and recommendations pertaining to the engineering design for this project.

5.2. Expansive Soils
Expansive soils are characterized by their ability to undergo significant volume changes (shrink or swell) due to variations in moisture content. Changes in soil moisture content can result from rainfall, landscape irrigation, utility leakage, roof drainage, perched groundwater, drought, or other factors, and may cause unacceptable settlement or heave of structures, concrete slabs supported on-grade, or pavements supported over these materials. Depending on the extent and location below finished subgrade, these soils could have a detrimental effect on the proposed construction.

Based on our laboratory tests, the near surface soils consist of soils which have a “very low” expansion potential. Mitigation measures for expansive soils is not required.

5.3. Site Preparation and Earthwork
In general, earthwork should be performed in accordance with the recommendations presented in this report. Twining should be contacted for questions regarding the recommendations or guidelines presented herein.

5.3.1. Site Preparation
Site preparation should begin with the removal of utility lines, asphalt, concrete, vegetation, and other deleterious debris from areas to be graded. Tree stumps and roots should be removed to such a depth that organic material is not present. Clearing and grubbing should extend to the outside edges of the proposed excavation and fill areas. We recommend that unsuitable materials such as organic matter or oversized material be removed and disposed of offsite. The debris and unsuitable material generated during clearing and grubbing should be removed from areas to be graded and disposed of at a legal dump site away from the project area.

5.3.2. Temporary Excavations
Temporary excavations for the project are expected. We anticipate that unsurcharged excavations with vertical side slopes less than 4 feet high will generally be stable; however, if excavation extends to the sandy soil layers, sloughing of cohesionless sandy materials encountered at the site should be expected.
2883 East Spring Street
Suite 300
Long Beach CA 90806
Tel 562.426.3355
Fax 562.426.6424

Where space is available, temporary, un-surcharged excavation sides over 4 feet in height should be sloped no steeper than an inclination of 1.5H:1V (horizontal:vertical). Where sloped excavations are created, the tops of the slopes should be barricaded so that vehicles and storage loads are away from the top edge of the excavated slopes with a distance at least equal to the height of the slopes. A greater setback may be necessary when considering heavy vehicles, such as concrete trucks and cranes. Twining should be advised of such heavy vehicle loadings so that specific setback requirements can be established. If the temporary construction slopes are to be maintained during the rainy season, berms are recommended to be graded along the tops of the slopes in order to prevent runoff water from entering the excavation and eroding the slope faces.

Excavations should not undermine the existing adjacent footings. Where space for sloped excavations is not available, slot-cut or temporary shoring may be utilized. For temporary excavations that are less than 6 feet in height adjacent to existing buildings where the excavation extends deeper than the bottom of the existing footing, slot cuts may be utilized.

The slots should be no wider than 8 feet or one half of the width of the footing, whichever is smaller. The slots should be excavated in an A-B-C sequence so that there is soil support between any two excavated slots. The excavated slots should not be left open overnight and should be backfilled on the same day it was excavated before the next set of slots are excavated.

Personnel from Twining should observe the excavations so that any necessary modifications based on variations in the encountered soil conditions can be made. All applicable safety requirements and regulations, including CalOSHA requirements, should be met. Stability of temporary excavations is the responsibility of the contractor.

5.3.3. Over-Excavation and Subgrade Preparation
Over-excavation should extend at least 1 feet below the bottom of the proposed pavement or to the bottom of undocumented fill, whichever is deeper.

Excavation for pavement and other improvements (e.g., concrete walkways and flatwork) should extend laterally at least 2 feet beyond the limits of the improvements.

The exposed excavation bottom should be evaluated and approved by a representative of Twining. It should then be scarified to a minimum depth of 6 inches and moisture conditioned to achieve generally consistent moisture contents approximately 2 percent above the optimum moisture content. The scarified bottom should be compacted to at least 90 percent relative compaction in accordance with the latest version of ASTM Test Method D1557 and then evaluated and approved by Twining.

The extent and depths of all removal should be evaluated by Twining’s representative in the field based on the materials exposed. Should excavations expose soft soils or soils considered as unsuitable for use as fill by a Twining representative, additional removals may be recommended. For example, deeper removal may be required in areas where soft, saturated, or organic materials are encountered.

Fill and backfill materials should be compacted fill in accordance with Sections 5.3.4 and

5.3.5 of this report.
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5.3.4. Materials for Fill
In general, on-site soils should be considered as suitable for use as fill. All fill soils should be free of organics, debris, rocks or lumps over three inches in largest dimension, other deleterious material, and not more than 40 percent larger than ¾ inch. Larger chunks, if generated during excavation, may be broken into acceptably sized pieces or may be disposed of offsite.

Any imported fill material should consist of granular soil having a “very low” expansion potential (i.e., expansion index of 20 or less). Import material should also have low corrosion potential (that is, chloride content less than 500 parts per million [ppm], soluble sulfate content of less than 0.1 percent, and pH of 5.5 or higher).

All fill soils should be evaluated and approved by a Twining representative prior to importing or filling.

5.3.5. Compacted Fill
Compacted fill should be placed in horizontal lifts of approximately 8 to 10 inches in loose thickness, depending on the equipment used. Prior to compaction, each lift should be moisture conditioned, mixed, and then compacted by mechanical methods. The moisture content should be approximately 2 percent above the optimum moisture content. Fill materials should be compacted to a minimum relative compaction of 95 percent within the upper one foot below new vehicle trafficked pavement sections, and 90 percent in all other areas, unless indicated otherwise. The relative compaction should be determined by ASTM D1557. Successive lifts should be treated in the same manner until the desired finished grades are achieved.

5.3.6. Excavation Bottom Stability
In general, we anticipate that bottoms of the excavations will be stable and should provide suitable support for the proposed improvements. Conditions of the excavation bottom should be evaluated by Twining during the scarification and re-compaction efforts. If unstable bottom conditions are encountered, remedial measures would be required to stabilize the bottom. Soft bottom conditions can be identified by surface yielding under rubber-tired equipment loading and the inability to achieve proper compaction.

Unstable bottom conditions may be mitigated by over-excavation of the bottom to suitable depths, and/or replacement with a minimum 1-foot-thick aggregate base underlain by geogrid (Tensar TX7 or equivalent).

Recommendations for stabilizing excavation bottoms should be based on evaluation in the field by the geotechnical consultant at the time of construction.

5.3.7. Backfill for Utility Trench
Utility trench excavations to receive backfill shall be free of trash, debris or other unsatisfactory materials at the time of backfill placement.

At locations where the trench bottom is yielding or otherwise unstable, pipe support may be improved by placing 12 inches of ¾-inch crushed rock as defined in Section 200-1.2 of the “Greenbook” Standard Specifications for Public Works Construction (SSPWC). 2883 East Spring Street
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Remedial earthwork at the trench bottom should be performed where oversize materials (rocks or clods greater than 3 inches) are present. Removal of oversize materials to a depth of 6 inches below the bottom of the pipeline and replacement with fill compacted to at least 90% relative compaction is recommended. Alternatively, ¾-inch crushed rock may be used.

The trench should be backfilled with bedding material extending to at least one foot over the top of pipe. Bedding material should consist of clean sand having a sand equivalent (SE) of 30 or greater. Alternative materials meeting the SSPWC bedding material specifications are also acceptable. Samples of materials proposed for use as bedding should be provided to the engineer for inspection and testing before the material is imported for use on the project. The onsite materials can only be used following the requirement of “Greenbook” bedding specification when the SE is not less than 30. The pipe bedding material should be placed over the full width of the trench. After placement of the pipe, the bedding should be brought up uniformly on both sides of the pipe to reduce the potential for unbalanced loads. No void or uncompacted areas should be left beneath the pipe haunches.

Above pipe bedding, trench backfill may be onsite soils and should not contain rocks or lumps over 3 inches in largest dimension. Larger chunks, if generated during excavation, may be broken into acceptably sized pieces or may be disposed of offsite. The moisture content should be approximately 2 percent above the optimum moisture content.

Backfill may be placed and compacted by mechanical means and should be compacted to 90 percent of the laboratory maximum dry density as per ASTM Standard D1557. Where pavement is planned, the top 12 inches of subgrade soils and the overlying aggregate base should be compacted to 95 percent.

Jetting or flooding of pipe bedding and backfill material is not recommended.

5.3.8. Rippability
The earth materials underlying the site should be generally excavatable with heavy-duty earthwork equipment in good working condition. Some gravels, cobbles and man-made debris should be anticipated.

5.3.9.Construction Dewatering
As discussed earlier, groundwater was not encountered in the borings to the maximum exploration depth of 5 feet bgs. Construction of the project is anticipated to occur above the groundwater. The possibility to encounter groundwater is low during earthwork and slab-on-grade preparation for the proposed structures, and the need for dewatering is not anticipated for construction of foundations and utility trenches.

If needed, considerations for construction dewatering should include anticipated drawdown, volume of pumping, potential for settlement of nearby structures, and groundwater discharge. Disposal of groundwater should be performed in accordance with guidelines of the Regional Water Quality Control Board.

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Suite 300
Long Beach CA 90806
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5.4. Pole Foundations
Pole foundations for flagpoles, fences, and signposts may be designed using an allowable unit skin friction of 300 psf and an allowable end bearing resistance of 1,500 psf. A factor of safety of 2 is incorporated into the allowable skin friction, and a factor of 3 is incorporated into the allowable end bearing.

Lateral resistance for conditions with and without lateral constraint provided at the ground surface conditions are provided below based on 2019 CBC.

5.4.1. Non-Constrained Ground
The embedment of pole foundations where no lateral constraint is provided at or above the ground surface should be calculated using Equation 18-1 of 2019 IBC (shown below) or a minimum 3 feet below the ground surface, whichever is deeper. d ൌ ୅
ଶ ሺ1 ൅ ට1 ൅ ସ.ଷ଺୦୅ ሻ (Equation 18-1 of 2019 CBC)
where:

A = 2.34P/(S1 * b)
b = Diameter of round post or footing or diagonal dimension of square post or footing, feet.
d = Depth of embedment in earth in feet but not over 12 feet for purpose of computing lateral pressure.
h = Distance in feet from ground surface to point of application of “P”.

P = Applied lateral force in pounds.

S1 = Allowable lateral soil-bearing pressure based on a depth of one-third the depth of embedment in pounds per square foot.

An allowable passive earth pressure of 300 pcf up to a maximum of 4,500 psf may be used for design provided the upper one foot of passive resistance is neglected in the structural design. Isolated pole foundations spaced at least 3 diameters of the maximum pole foundation may be designed using an allowable lateral resistance equal to 2 times of the allowable passive pressure.

5.4.2. Constrained Ground
The embedment of pole foundations where lateral constraint is provided at the ground surface, such as by a rigid floor or pavement, should be calculated using Equation 18-2 of 2019 CBC (shown below) or a minimum 3 feet below the ground surface, whichever is deeper.
d ൌ ටସ.ଶହ୔୦
ୗయୠ (Equation 18-2 of 2019 CBC)
where:
b = Diameter of round post or footing or diagonal dimension of square post or footing, feet.
d = Depth of embedment in earth in feet but not over 12 feet for purpose of computing lateral pressure.
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h = Distance in feet from ground surface to point of application of “P”.

P = Applied lateral force in pounds.

S3 = Allowable lateral soil-bearing pressure based on a depth of one-third the depth of embedment in pounds per square foot.

An allowable passive earth pressure of 300 pcf up to a maximum of 4,500 psf may be used for design provided the upper one foot of passive resistance is neglected in the structural design. Isolated pole foundations spaced at least 3 diameters of the maximum pole foundation may be designed using an allowable lateral resistance equal to 2 times of the allowable passive pressure.

5.5. Pavement Recommendations
Pavement section should be constructed on top of properly prepared subgrade in accordance with Section 6.4 of this report and aggregate base (AB) section compacted to 95 percent of the maximum dry density in accordance with ASTM D 1557.

We performed laboratory R-value testing for preliminary pavement section design. The test indicates a minimum R value of 47, and it was used in our pavement structural calculations.

Sections 5.5.1 and 5.5.2 present our recommendations for preliminary design of flexible and rigid pavement sections, respectively.

5.5.1. Flexible Pavement Design
Our flexible pavement structural design is in accordance with Chapter 630 of the Caltrans Highway Design Manual, which is based on a relationship between the gravel equivalent (GE) of the pavement structural materials, the traffic index (TI), and the R-value of the underlying subgrade soil. For preliminary design of flexible pavement section, Table 1 provides recommended minimum thicknesses for hot mix asphalt (HMA) and aggregate base sections for different traffic indices.

Table 1 – Recommended Minimum HMA and Base Section Thicknesses Traffic Index 4.0 5.0 6.0 7.0
HMA Thickness (in) 3.5 4.0 4.5 5.0
Aggregate Base Thickness (in) 4.0 4.0 4.0 4.0

5.5.2. Rigid Pavement Design
For preliminary design of rigid pavement section, Table 2 provides recommended minimum thicknesses for Portland cement concrete (PCC) pavement section and Class 2 Aggregate Base (AB) section for different traffic indices. The recommended values are based on a minimum 28-day concrete compressive strength of 3,500 psi. Positive drainage should be provided away from all pavement areas to prevent seepage of surface and/or subsurface water into the pavement base and/or subgrade.
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Long Beach CA 90806
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Table 2 – Recommended Minimum Rigid Pavement Thicknesses Traffic Index 4.0 5.0 6.0 7.0
PCC Thickness (in) 4.0 4.5 5.0 6.0
Aggregate Base Thickness (in) 4.0 4.0 4.0 4.0

5.6. Infiltration Recommendations
Preliminary percolation testing was performed at two locations recommended by the project civil engineer. Prior to construction, testing should be performed at the actual location and depth of the planned system if it is different than the locations tested. The design of stormwater infiltration facility should be based on percolation test results with an appropriate factor of safety.

Our percolation test results may be used in preliminary design. Details of the percolation tests are presented in Error! Reference source not found.. Infiltration rates with a factor of safety of 3 from our percolation tests are summarized in Table 3.

Any proposed infiltration facility should have a minimum setback from property lines and foundations recommended in Table 4. In addition, the bottom of the infiltration facility should be at least 10 feet above the seasonal high groundwater. We recommend that we review the proposed groundwater infiltration system prior to implementation or finalizing design.

Table 3 – Infiltration Rate with a Factor of Safety of 3 Test Location Depth of Test Borehole
(feet)
Infiltration Rate
(inch/hour)
P-1 5.0 0.7
P-2 5.0 0.8

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Table 4 – Recommended Minimum Infiltration Facility Setback Setback from Distance
Property lines & public right of way 5 feet
Foundations the greater of 15 feet or a 1:1 plane drawn up from the bottom of foundation
Seasonal high groundwater 10 feet minimum depth from invert of infiltration device Face of slope the greater of 5 feet or one half of the slope height Water wells 100 feet

6. DESIGN REVIEW AND CONSTRUCTION MONITORING
Geotechnical review of plans and specifications is of paramount importance in engineering practice.

The poor performance of many structures has been attributed to inadequate geotechnical review of construction documents. Additionally, observation and testing of the subgrade will be important to the performance of the proposed development. The following sections present our recommendations relative to the review of construction documents and the monitoring of construction activities.

6.1. Plans and Specifications
The design plans and specifications should be reviewed by Twining prior to bidding and construction, as the geotechnical recommendations may need to be reevaluated in the light of the actual design configuration and loads. This review is necessary to evaluate whether the recommendations contained in this report and future reports have been properly incorporated into the project plans and specifications. Based on the work already performed, this office is best qualified to provide such review.

6.2. Construction Monitoring
Site preparation, removal of unsuitable soils, cement treatment of subgrade soils, assessment of imported fill materials, fill placement, and other site grading operations should be observed and tested, as appropriate. The substrata exposed during the construction may differ from that encountered in the test excavations. Continuous observation by a representative of Twining during construction allows for evaluation of the soil conditions as they are encountered and allows the opportunity to recommend appropriate revisions where necessary.

The project engineer should be notified prior to exposure of subgrades. It is critically important that the engineer be provided with an opportunity to observe all exposed subgrades prior to burial or covering.

7. LIMITATIONS
The recommendations and opinions expressed in this report are based on Twining, Inc.’s review of available background documents, on information obtained from field explorations, and on 2883 East Spring Street
Suite 300
Long Beach CA 90806
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laboratory testing. It should be noted that this study did not evaluate the possible presence of hazardous materials on any portion of the site. In the event that any of our recommendations conflict with recommendations provided by other design professionals, we should be contacted to aid in resolving the discrepancy.

Due to the limited nature of our field explorations, conditions not observed and described in this report may be present on the site. Uncertainties relative to subsurface conditions can be reduced through additional subsurface exploration. Additional subsurface evaluation and laboratory testing can be performed upon request. It should be understood that conditions different from those anticipated in this report may be encountered during grading operations, for example, the extent of removal of unsuitable soil, and that additional effort may be required to mitigate them.

Site conditions, including groundwater elevation, can change with time as a result of natural processes or the activities of man at the subject site or at nearby sites. Changes to the applicable laws, regulations, codes, and standards of practice may occur as a result of government action or the broadening of knowledge. The findings of this report may, therefore, be invalidated over time, in part or in whole, by changes over which Twining, Inc. has no control.

Twining’s recommendations for this site are, to a high degree, dependent upon appropriate quality control of subgrade preparation, fill placement, and foundation construction. Accordingly, the recommendations are made contingent upon the opportunity for Twining to observe grading operations and foundation excavations for the proposed construction. If parties other than Twining are engaged to provide such services, such parties must be notified that they will be required to assume complete responsibility as the geotechnical engineer of record for the geotechnical phase of the project by concurring with the recommendations in this report and/or by providing alternative recommendations.

This document is intended to be used only in its entirety. No portion of the document, by itself, is designed to completely represent any aspect of the project described herein. Twining should be contacted if the reader requires additional information or has questions regarding the content, interpretations presented, or completeness of this document.

This report has been prepared for the exclusive use by the client and its agents for specific application to the proposed project. Land use, site conditions, or other factors may change over time, and additional work may be required with the passage of time.

Based on the intended use of this report and the nature of the new project, Twining may require that additional work be performed and that an updated report be issued. Non-compliance with any of these requirements by the Client or anyone else will release Twining from any liability resulting from the use of this report by any unauthorized party.

The evaluation of compaction by Twining should not be considered to preclude any requirements for observation or approval by governing agencies. It is the contractor's responsibility to notify Twining and the appropriate governing agency when project areas are ready for observation, and to provide reasonable time for that review.

Twining performed its evaluation using the degree of care and skill ordinarily exercised under similar circumstances by reputable geotechnical professionals with experience in this area in similar soil conditions. No other warranty, either express or implied, is made as to the conclusions and recommendations contained in this report.
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FIGURES
FIGURE 1

SITE LOCATION MAP
REFERENCE: USGS (2018)

SCALE IN FEET

REPORT DATE
August 2021
PROJECT NO.
210642.3
0 4000 8000
SITE

APPROXIMATE LOCATION OF PROJECT
OFFSITE PARKING - K0268

KAISER RIVERSIDE MEDICAL CENTER
PARKING LOT AT 11510 MAGNOLIA AVENUE

RIVERSIDE, CALIFORNIA
FIGURE 2 REPORT DATE August 2021 PROJECT No. 210642.3 OFFSITE PARKING - K0268 KAISER RIVERSIDE MEDICAL CENTER PARKING LOT AT 11510 MAGNOLIA AVENUE RIVERSIDE, CALIFORNIA SITE PLAN AND BORING LOCATION MAP NOTE: ALL DIMENSIONS AND LOCATIONS ARE APPROXIMATE REFERENCE: GOOGLE (2021) 0 100 200 LEGEND B-1 TD=5' P-1 TD=5' P-1 TD=5' P-2 TD=5' B-2 TD=5' B-1 TD=5' Magnolia Avenue FIGURE 3

GEOLOGIC MAP
REFERENCE: DIBBLEE AND MINCH (2004)

SCALE IN FEET

REPORT DATE
August 2021
PROJECT NO.
210642.3
0 2000 4000
SITE
Qoa Alluvial fan deposits of sand, minor gravel, tan to light reddish brown Qts Sandstone and conglomerate
hdg Hornblende diorite-gabbro
Qtc Conglomerate
gdgb Granodiorite and gabbro, mixed
grr Granite
OFFSITE PARKING - K0268

KAISER RIVERSIDE MEDICAL CENTER
PARKING LOT AT 11510 MAGNOLIA AVENUE

RIVERSIDE, CALIFORNIA
2883 East Spring Street
Suite 300
Long Beach CA 90806
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Fax 562.426.6424

APPENDIX A

FIELD EXPLORATION
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Long Beach CA 90806
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Appendix A
Field Exploration
General
The field exploration consisted of two exploratory borings conducted at the site on August 5, 2021.

Four soil borings were advanced to an approximate depth of 5 feet below the existing grades. The boring operations were performed using a 5-inch-diameter hand auger.

The approximate locations of the borings are shown on Figure 2, Site Plan and Boring Location Map.

Drilling and Sampling
The Boring Logs are presented as Figures A-2 through A-5. An explanation of these logs is presented as Figure A-1. The Boring Logs describe the earth materials encountered, samples obtained, and show the field and laboratory tests performed. The log also shows the boring number and drilling date.

The borings were logged by an engineer using the Unified Soil Classification System. The boundaries between soil types shown on the logs are approximate because the transition between different soil layers may be gradual. Bulk samples of representative earth materials were obtained from the borings.

Driven samples using a Modified California Ring Sampler were taken in select locations using a hand sampler. Upon completion of the borings, the boreholes were backfilled with soil from the cuttings.

PROJECT NO.
210642.3

REPORT DATE
August 2021
Offsite Parking - K0268 Fillmore
Kaiser Riverside Medical Center
Riverside, California

EXPLANATION FOR LOG OF BORINGS
Sample
Symbol
Very Dense
<4 0 - 15 Very Soft <2
4 - 10
10 - 30 35 - 65
>50
Dense
SPT
(blows/ft)
Very Loose

FINE-GRAINED SOILS
Relative
Density
Loose
Medium Dense
Sample Type Description
15 - 35 Soft 2 - 4
Medium Stiff 4 - 8
30 - 50 65 - 85 Stiff 8 - 15
85 - 100 Very Stiff 15 - 30
Hard >30
Relative
Density (%)
Consistency SPT
(blows/ft)
ATT
C
CORR
DS
EI
GS
K
MAX
O
RV
SE
SG
TX
UC
Atterberg Limits
Consolidation
Corrosivity Series
Direct Shear
Expansion Index
Grain Size Distribution
Permeability
Moisture/Density
(Modified Proctor)
Organic Content
Resistance Value
Sand Equivalent
Specific Gravity
Triaxial Compression
Unconfined Compression
NOTE: SPT blow counts based on 140 lb. hammer falling 30 inches SPT
California Modified
Bulk
Thin-Walled Tube

1.4 in I.D., 2.0 in. O.D. driven sampler

2.4 in. I.D., 3.0 in. O.D. driven sampler
Retrieved from soil cuttings
Pitcher or Shelby Tube

COARSE-GRAINED SOILS LABORATORY TESTING

ABBREVIATIONS
FIGURE A-1
MORE THAN 50% OF

MATERIAL IS LARGER THAN
NO. 200 SIEVE SIZE
(APPRECIABLE AMOUNT OF FINES)
LETTER

SILTY GRAVELS, GRAVEL - SAND - SILT MIXTURES

CLAYEY GRAVELS, GRAVEL - SAND - CLAY

MIXTURES

WELL-GRADED SANDS, GRAVELLY SANDS, LITTLE

OR NO FINES

SILTY SANDS, SAND - SILT MIXTURES

CLAYEY SANDS, SAND - CLAY MIXTURES

INORGANIC SILTS AND VERY FINE SANDS, ROCK

FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY

SILTS WITH SLIGHT PLASTICITY

INORGANIC SILTS, MICACEOUS OR

DIATOMACEOUS FINE SAND OR SILTY SOILS

INORGANIC CLAYS OF HIGH PLASTICITY
GRAPH

SYMBOLS MAJOR DIVISIONS TYPICAL

DESCRIPTIONS

POORLY-GRADED SANDS, GRAVELLY SAND, LITTLE

OR NO FINES

ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW

PLASTICITY

INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY,

GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN
CLAYS
NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS GW
GP
GM
GC
SW
SP
SM
SC
ML
CL
OL
MH
CH
OH
PT

UNIFIED SOIL CLASSIFICATION CHART
MORE THAN 50% OF

COARSE FRACTION
RETAINED ON NO. 4 SIEVE
MORE THAN 50% OF

COARSE FRACTION
PASSING ON NO. 4 SIEVE
(LITTLE OR NO FINES)
(APPRECIABLE AMOUNT OF
FINES)
(LITTLE OR NO FINES)
MORE THAN 50% OF

MATERIAL IS SMALLER
THAN NO. 200 SIEVE SIZE
COARSE

GRAINED
SOILS

GRAVEL AND

GRAVELLY
SOILS

CLEAN GRAVELS

CLEAN SANDS SAND AND
SANDY
SOILS

SANDS WITH
FINES
SILTS
AND
CLAYS
SILTS
AND
CLAYS

LIQUID LIMIT

LESS THAN
50 LIQUID LIMIT

GREATER THAN
50 FINE

GRAINED
SOILS

GRAVELS WITH
FINES

WELL-GRADED GRAVELS, GRAVEL - SAND

MIXTURES, LITTLE OR NO FINES

POORLY-GRADED GRAVELS, GRAVEL - SAND

MIXTURES, LITTLE OR NO FINES

PEAT, HUMUS, SWAMP SOILS WITH HIGH

ORGANIC CONTENTS

ORGANIC CLAYS OF MEDIUM TO HIGH

PLASTICITY, ORGANIC SILTS

HIGHLY ORGANIC SOILS
FILL: Sandy SILT; reddish brown; dry; with approximately 10% gravel
ALLUVIUM: Sandy SILT; reddish brown; dry
Total Depth = 5.0 feet
Backfilled on 8/5/2021
No groundwater encountered.

Backfilled with cuttings at completion.

ML
ML
EI
707
702
PROJECT NO.
210642.3

LOGGED BY DHC
SURFACE ELEVATION (ft.) 712 +(MSL)
Offsite Parking - K0268 Fillmore
Kaiser Riverside Medical Center
Riverside, California

DESCRIPTION
5 10

LOG OF BORING

REPORT DATE
August 2021
DEPTH TO GROUNDWATER (ft.) N/E
FIGURE A - 2

DRIVE WEIGHT N/A
DRILLING METHOD 5" Hand Auger DRILLER Twining, Inc.

DROP N/A
DATE DRILLED 8/5/2021 BORING NO. B-1
FILL: Sandy SILT; reddish brown; dry; with approximately 10% gravel
ALLUVIUM: Sandy SILT; reddish brown; dry
Total Depth = 5.0 feet
Backfilled on 8/5/2021
No groundwater encountered.

Backfilled with cuttings at completion.

ML
ML
#200,

ATT, RV
708
703
PROJECT NO.
210642.3

LOGGED BY DHC
SURFACE ELEVATION (ft.) 713 +(MSL)
Offsite Parking - K0268 Fillmore
Kaiser Riverside Medical Center
Riverside, California

DESCRIPTION
5 10

LOG OF BORING

REPORT DATE
August 2021
DEPTH TO GROUNDWATER (ft.) N/E
FIGURE A - 3

DRIVE WEIGHT N/A
DRILLING METHOD 5" Hand Auger DRILLER Twining, Inc.

DROP N/A
DATE DRILLED 8/5/2021 BORING NO. B-2
FILL: Sandy SILT; light medium brown; dry; with some gravel -- medium brown
ALLUVIUM: Sandy SILT; reddish brown; dry
Total Depth = 5.0 feet
Backfilled on 8/5/2021
No groundwater encountered.

Backfilled with cuttings at completion.

ML
ML
#200,

ATT, RV

2.2 707
702
PROJECT NO.
210642.3

LOGGED BY DHC
SURFACE ELEVATION (ft.) 712 +(MSL)
Offsite Parking - K0268 Fillmore
Kaiser Riverside Medical Center
Riverside, California

DESCRIPTION
5 10

LOG OF BORING

REPORT DATE
August 2021
DEPTH TO GROUNDWATER (ft.) N/E
FIGURE A - 4

DRIVE WEIGHT N/A
DRILLING METHOD 5" Hand Auger DRILLER Twining, Inc.

DROP N/A
DATE DRILLED 8/5/2021 BORING NO. P-1
FILL: Sandy SILT; light brown; dry; with approximately 10% gravel ALLUVIUM: Sandy SILT; light brown; dry; with approximately 10% gravel Total Depth = 5.0 feet
Backfilled on 8/5/2021
No groundwater encountered.

Backfilled with cuttings at completion.

ML
ML

2.0 709
704
PROJECT NO.
210642.3

LOGGED BY DHC
SURFACE ELEVATION (ft.) 714 +(MSL)
Offsite Parking - K0268 Fillmore
Kaiser Riverside Medical Center
Riverside, California

DESCRIPTION
5 10

LOG OF BORING

REPORT DATE
August 2021
DEPTH TO GROUNDWATER (ft.) N/E
FIGURE A - 5

DRIVE WEIGHT N/A
DRILLING METHOD 5" Hand Auger DRILLER Twining, Inc.

DROP N/A
DATE DRILLED 8/5/2021 BORING NO. P-2
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Suite 300
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Fax 562.426.6424

Appendix B
Laboratory Testing
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Suite 300
Long Beach CA 90806
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Fax 562.426.6424

Appendix B
Laboratory Testing
Laboratory Moisture Content
The moisture content of selected samples obtained from the exploratory borings were evaluated in general accordance with the latest version of ASTM D2937. The results are shown on the boring logs in Appendix A.

No. 200 Wash Sieve
The amount of fines passing the No. 200 sieve was evaluated in accordance with ASTM D 1140. The results are presented in Table B-1.

Table B-1
Number 200 Wash Results
Boring No. Depth (feet) Percent Passing #200
B-2 0-5 53.6
P-1 0-5 53.9
Atterberg Limits
Tests were performed on selected representative fine-grained soil samples to evaluate the liquid limit, plastic limit, and plasticity index in general accordance with ASTM D 4318. These test results were utilized to evaluate the soil classification in accordance with the Unified Soil Classification System.

The test results are summarized in Figure B-1.

Expansion Index
The expansion index of two soil samples was evaluated in general accordance with ASTM D 4829.

The specimens were molded under a specified compactive energy at approximately 50 percent saturation. The prepared 1-inch thick by 4-inch diameter specimens were loaded with a surcharge of 144 pounds per square foot and was inundated with tap water. Readings of volumetric swell were made for a period of 24 hours. The results of expansion index tests are presented in Table B-2.

Table B-2
Expansion Index
Boring No. Depth
(feet)
Expansion
Index
Expansion
Potential
B-1 0-5 14 Very low

2883 East Spring Street
Suite 300
Long Beach CA 90806
Tel 562.426.3355
Fax 562.426.6424

Resistance Value (R-value)
R-value testing was performed on a select bulk sample of the near-surface soils encountered at the site. The test was performed in general accordance with ASTM D 2844. The result is summarized in Table B-3.

Table B-3
Resistance Value (R-value)
Boring No. Depth
(feet) R Value
B-2 0-5 47
P-1 0-5 55
0 10
20 30
40 50
60 0 20406080 100
ML
CL
MH
CH
Sample Location

LIQUID LIMIT
LL

ATTERBERG LIMITS
PL PI U.S.C.S. Classification
NP
NP
NP
NP
NP
NP
CL-ML
P
L
A
S
T
I
C
I
T
Y
I
N
D
E
X
B-2 at 0-5 ft
P-1 at 0-5 ft
FIGURE B-1
Sandy SILT
Sandy SILT
PROJECT NO.
210642.3

REPORT DATE
August 2021
Offsite Parking - K0268 Fillmore
Kaiser Riverside Medical Center
Riverside, California
lab:4AB96B3B-5B62-4DDD-988B-A63F007DC52C
Sample Details
Sample ID: W01-21-17569-S1 Date Sampled: 8/5/2021
Sampling Method: Source:

Material: Specification:

Location: B-2 0-5' Bulk Tested By: Brian Vollnogle
Date Tested: 8/12/2021
Test Results
ASTM D 2844
R Value at 300 psi Exudation: 47
R Value
Specimen Results
Moisture Content (%) 7.0 7.0 7.0
Dry Density (lb/ft³) 127.3 127.3 127.3
Exudation Pressure (psi) 729 729 729
R Value 70 70 70
Expansion Pressure (psi) 0.8 0.8 0.8
Moisture Content (%) 7.0 9.7 9.7
Dry Density (lb/ft³) 127.3 124.5 124.5
Exudation Pressure (psi) 729 169 169
R Value 70 43 43
Expansion Pressure (psi) 0.8 0.0 0.0
Moisture Content (%) 7.0 9.7 8.4
Dry Density (lb/ft³) 127.3 124.5 126.4
Exudation Pressure (psi) 729 169 411
R Value 70 43 52
Expansion Pressure (psi) 0.8 0.0 0.3
Riverside, CA,

www.twininginc.com
Report No: RV:W01-21-17569-S1 R Value Report
Customer:

Twining, Inc.- Long Beach Lab
3310 Airport Way, Long Beach, CA 90806
Ph: 562.426.3355
Fax: 562.426.6424
75 North Fair Oaks Avenue
Kaiser National Inspection Services
Project:
11510 Magnolia Avenue
Kaiser -Riverside Parking Fillmore Lot
Project No.: 210642.3
Permit No.:

OSHPD: 1063340258
DSA File #:

DSA AP #:

Distribution:

Jurisdiction:

Pasadena, CA, 91103
Form No: 18964, Report No: RV:W01-21-17569-S1 © 2000-2021 QESTLab by SpectraQEST.com Page 1 of 1 Remarks:

Results relate only to the items tested/inspected. All reports remain the property of Twining. This report shall not be reproduced, except in full, without our prior written approval. lab:4AB96B3B-5B62-4DDD-988B-A63F007DC52C
Sample Details
Sample ID: W01-21-17569-S2 Date Sampled: 8/5/2021
Sampling Method: Source:

Material: Specification:

Location: P-1 0-5' Bulk Tested By: Brian Vollnogle
Date Tested: 8/12/2021
Test Results
ASTM D 2844
R Value at 300 psi Exudation: 55
R Value
Specimen Results
Moisture Content (%) 6.0 6.0 6.0
Dry Density (lb/ft³) 127.2 127.2 127.2
Exudation Pressure (psi) 622 622 622
R Value 80 80 80
Expansion Pressure (psi) 0.2 0.2 0.2
Moisture Content (%) 6.0 8.7 8.7
Dry Density (lb/ft³) 127.2 127.2 127.2
Exudation Pressure (psi) 622 205 205
R Value 80 50 50
Expansion Pressure (psi) 0.2 0.0 0.0
Moisture Content (%) 6.0 8.7 7.3
Dry Density (lb/ft³) 127.2 127.2 126.6
Exudation Pressure (psi) 622 205 471
R Value 80 50 66
Expansion Pressure (psi) 0.2 0.0 0.0
Riverside, CA,

www.twininginc.com
Report No: RV:W01-21-17569-S2 R Value Report
Customer:

Twining, Inc.- Long Beach Lab
3310 Airport Way, Long Beach, CA 90806
Ph: 562.426.3355
Fax: 562.426.6424
75 North Fair Oaks Avenue
Kaiser National Inspection Services
Project:
11510 Magnolia Avenue
Kaiser -Riverside Parking Fillmore Lot
Project No.: 210642.3
Permit No.:

OSHPD: 1063340258
DSA File #:

DSA AP #:

Distribution:

Jurisdiction:

Pasadena, CA, 91103
Form No: 18964, Report No: RV:W01-21-17569-S2 © 2000-2021 QESTLab by SpectraQEST.com Page 1 of 1 Remarks:

Results relate only to the items tested/inspected. All reports remain the property of Twining. This report shall not be reproduced, except in full, without our prior written approval. 2883 East Spring Street
Suite 300
Long Beach CA 90806
Tel 562.426.3355
Fax 562.426.6424

Appendix C
Percolation Testing

2883 East Spring Street
Suite 300
Long Beach CA 90806
Tel 562.426.3355
Fax 562.426.6424

Percolation Testing
Percolation testing was performed on August 5, 2021 in two of the hand auger borings (P-1 and P-2) in accordance with the procedures of the Riverside County Design Handbook for Low Impact Development Best Management Practices. After installing pipe and filter rock, the boreholes were filled with water to approximately one foot bgs and presoaked for two consecutive 25-minute sessions prior to testing. At the end of each presoak session, more than 6 inches of water level drop was observed in the borings.

After presoaking, the boreholes were filled with water again, and measurements were recorded. The last reading was used to determine the percolation rate at each test location.

Our calculated infiltration rates with a factor safety of 3 are presented in Table C-1 below. Detailed test data is attached at the end of this appendix.

Table C-1 – Infiltration Rates with a Factor of Safety of 3 Test Location Depth of Test Borehole
(feet)
Infiltration Rate
(inch/hour)
P-1 5.0 0.7
P-2 5.0 0.8
Project : Project No. : Date : 8/5/2021
P-1 Tested by :
60 Length Width
5 Trial No. Start Time Stop Time Time Interval
(min.)
Initial Depth
to Water
(in.)
Final Depth to
Water
(in.)
Change in
Water Level
(in.)
Greater than
or Equal to 6"
? (Y/N)
1 12:35 PM 1:00 PM 25 31.8 45.1 13.3 Y
2 1:05 PM 1:30 PM 25 31.2 44.3 13.1 Y
t Ho Hf H
Trial No. Start Time Stop Time Time Interval
(min.)
Initial Water
Height
(inches)
Final Water
Height
(inches)
Change in
Water Level
(inches)
Tested
Infiltration
Rate
1 1:32 PM 1:42 PM 10 28.80 16.20 12.60 3.98
2 1:42 PM 1:52 PM 10 30.00 17.40 12.60 3.79
3 1:52 PM 2:02 PM 10 28.20 17.52 10.68 3.32
4 2:02 PM 2:12 PM 10 29.40 19.20 10.20 2.99
5 2:12 PM 2:22 PM 10 29.40 21.00 8.40 2.38
6 2:22 PM 2:32 PM 10 29.40 21.60 7.80 2.19
7 8
9 10
11 12
13 14
15 Infiltration Rate with a factor of safety of 3 = 0.7 inch /hr Sandy Soil Criteria Test*
*If two consecutive measurements show that six inches of water seeps away in less than 25 minutes, the test shall be run for an additional hour with measurements taken every 10 minutes. Otherwise, pre-soak overnight. Obtain at least twelve measurements per hole over at least six hours (approximately 30 minute intervals) with a precision of at least 0.25".

Test Hole Dimension (inches)
Diameter (if round) (inches) = Sides (if rectangular) = Test Hole No.: DHC
Depth of Test Hole, DT (in): USCS Soil Classification : ML Infiltration Rate Calculation Sheet
Kaiser Fillmore 210642.3
Project : Project No. : Date : 8/5/2021
P-2 Tested by :
60 Length Width
5 Trial No. Start Time Stop Time Time Interval
(min.)
Initial Depth
to Water
(in.)
Final Depth to
Water
(in.)
Change in
Water Level
(in.)
Greater than
or Equal to 6"
? (Y/N)
1 1:45 PM 2:10 PM 25 14.4 44.6 30.2 Y
2 2:15 PM 2:40 PM 25 13.2 43.2 30.0 Y
t Ho Hf H
Trial No. Start Time Stop Time Time Interval
(min.)
Initial Water
Height
(inches)
Final Water
Height
(inches)
Change in
Water Level
(inches)
Tested
Infiltration
Rate
1 2:53 PM 3:03 PM 10 48.00 18.60 29.40 6.38
2 3:03 PM 3:13 PM 10 48.00 21.60 26.40 5.49
3 3:13 PM 3:23 PM 10 48.00 28.20 19.80 3.77
4 3:23 PM 3:33 PM 10 48.00 30.60 17.40 3.22
5 3:33 PM 3:43 PM 10 48.00 33.60 14.40 2.57
6 3:43 PM 3:53 PM 10 48.00 34.80 13.20 2.32
7 8
9 10
11 12
13 14
15 Infiltration Rate with a factor of safety of 3 = 0.8 inch /hr Infiltration Rate Calculation Sheet
Kaiser Fillmore 210642.3
Test Hole No.: DHC
Depth of Test Hole, DT (in): USCS Soil Classification : CL Sandy Soil Criteria Test*
*If two consecutive measurements show that six inches of water seeps away in less than 25 minutes, the test shall be run for an additional hour with measurements taken every 10 minutes. Otherwise, pre-soak overnight. Obtain at least twelve measurements per hole over at least six hours (approximately 30 minute intervals) with a precision of at least 0.25".

Test Hole Dimension (inches)
Diameter (if round) (inches) = Sides (if rectangular) = - 22 -
Appendix 4: Historical Site Conditions
Phase I Environmental Site Assessment or Other Information on Past Site Use N/A
- 23 -
Appendix 5: LID Infeasibility
LID Technical Infeasibility Analysis
Not Applicable
- 24 -
Appendix 6: BMP Design Details
BMP Sizing, Design Details and other Supporting Documentation

RIVERSIDE COUNTY FLOOD

CONTROL AND WATER

CONSERVATION DISTRICT
Isohyetal Map
for the 85th Percentile
24 hour Storm Event
July 2011
Rain Gage Locations
Kaiser RiversideFillmore Lot 0.60
Date
D85= 0.60 inches
DMA
Type/ID
DMA Area
(square feet)
Post-Project Surface
Type
Effective
Imperivous
Fraction, If
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
Design
Storm
Depth (in)
Design Capture
Volume, VBMP
(cubic feet)
Proposed
Volume on
Plans (cubic
feet)
DMA 1/AC 169500 Concrete or Asphalt 1 0.89 151194
DMA
1/Landsca
pe
31318
Ornamental
Landscaping 0.1 0.11 3459.3
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 200818 154653.3 0.60 7732.7 12,731
Notes:

Santa Ana Watershed - BMP Design Volume, VBMP
(Rev. 10-2011)
Legend:

Required Entries
Calculated Cells
(Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook ) Company Name Michael Baker International 1/11/2022
Designed by Michael Baker International Case No DP-2021-1307 Company Project Number/Name Kaiser Permanente Riverside Medical Center - Fillmore Lot BMP Identification
BMP NAME / ID DMA 1 / BR-1
Must match Name/ID used on BMP Design Calculation Sheet Design Rainfall Depth
85th Percentile, 24-hour Rainfall Depth,
from the Isohyetal Map in Handbook Appendix E
Total
Drainage Management Area Tabulation
Insert additional rows if needed to accommodate all DMAs draining to the BMP INF-1
Company Name: Date:

Designed by: County/City Case No.:

AT = 4.61 acres
b) Enter VBMP determined from Section 2.1 of this Handbook VBMP= 7,733 ft3 I = 2.1 in/hr
FS = 3
D1 = D1 = 4.2 ft
1 ft
e) Enter depth to historic high ground water (measured from top of basin) 50 ft

57.5 ft
D2 = 39.0 ft
DMAX = 4.2 ft
z = 4 :1
dB = 1 ft
AS = 7733 ft2
AD = 8194 ft2
Volume = 39 ft3
Depth = 1 ft
Area = 39 ft2

6.0 in
Required Entries
INF-1 Calculated Cells
a) Tributary area (BMP subarea)
Infiltration Basin - Design Procedure
(Rev. 03-2012)
BMP ID Legend:

Michael Baker International 1/11/2022
Michael Baker International DP-2021-1307
Design Volume
g) D2 is the smaller of:

Maximum Depth
a) Infiltration rate
b) Factor of Safety (See Table 1, Appendix A: "Infiltration Testing" from this BMP Handbook)
c) Calculate D1I (in/hr) x 72 hrs
12 (in/ft) x FS
d) Enter the depth of freeboard (at least 1 ft)
f) Enter depth to top of bedrock or impermeable layer (measured from top of basin) Forebay
Depth to groundwater - (10 ft + freeboard) and
Depth to impermeable layer - (5 ft + freeboard)
h) DMAX is the smaller value of D1 and D2 but shall not exceed 5 feet Basin Geometry
a) Basin side slopes (no steeper than 4:1)
b) Proposed basin depth (excluding freeboard)
c) Minimum bottom surface area of basin (AS= VBMP/dB)
d) Proposed Design Surface Area
a) Forebay volume (minimum 0.5% VBMP)
b) Forebay depth (height of berm/splashwall. 1 foot min.) c) Forebay surface area (minimum)
d) Full height notch-type weir Width (W) =
- 25 -
Appendix 7: Hydromodification
Supporting Detail Relating to Hydrologic Conditions of Concern N/A

STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST
How to use this worksheet (also see instructions in Section G of the WQMP Template): 1. Review Column 1 and identify which of these potential sources of stormwater pollutants apply to your site. Check each box that applies.

2. Review Column 2 and incorporate all of the corresponding applicable BMPs in your WQMP Exhibit.

3. Review Columns 3 and 4 and incorporate all of the corresponding applicable permanent controls and operational BMPs in your WQMP. Use the format shown in Table G.1on page 23 of this WQMP Template. Describe your specific BMPs in an accompanying narrative, and explain any special conditions or situations that required omitting BMPs or substituting alternative BMPs for those shown here.

IF THESE SOURCES WILL BE ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
WQMP Drawings
3 Permanent Controls—List in WQMP
Table and Narrative
4 Operational BMPs—Include in WQMP
Table and Narrative
 A. On-site storm drain
inlets
 Locations of inlets.
 Mark all inlets with the words
“Only Rain Down the Storm Drain” or similar. Catch Basin Markers may be available from the Riverside County Flood Control and Water Conservation District, call 951.955.1200 to verify. 
Maintain and periodically repaint or replace inlet markings. Provide stormwater pollution prevention information to new site owners, lessees, or operators. See applicable operational BMPs in Fact Sheet SC-44, “Drainage System Maintenance,” in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com Include the following in lease agreements: “Tenant shall not allow anyone to discharge anything to storm drains or to store or deposit materials so as to create a potential discharge to storm drains.”  B. Interior floor drains
and elevator shaft sump pumps
 State that interior floor drains and
elevator shaft sump pumps will be plumbed to sanitary sewer.  Inspect and maintain drains to prevent
blockages and overflow.
 C. Interior parking
garages
 State that parking garage floor
drains will be plumbed to the sanitary sewer.
 Inspect and maintain drains to prevent
blockages and overflow.

X X X X
X
X
X

STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST
IF THESE SOURCES WILL BE ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
WQMP Drawings
3 Permanent Controls—List in WQMP
Table and Narrative
4 Operational BMPs—Include in WQMP
Table and Narrative
 D1. Need for future
indoor & structural pest control
 Note building design features that
discourage entry of pests.
 Provide Integrated Pest Management
information to owners, lessees, and operators.
 D2. Landscape/
Outdoor Pesticide Use

Show locations of native trees or areas of shrubs and ground cover to be undisturbed and retained. Show self-retaining landscape areas, if any. Show stormwater treatment and hydrograph modification management BMPs. (See instructions in Chapter 3, Step 5 and guidance in Chapter 5.) 
State that final landscape plans will accomplish all of the following. Preserve existing native trees, shrubs, and ground cover to the maximum extent possible. Design landscaping to minimize irrigation and runoff, to promote surface infiltration where appropriate, and to minimize the use of fertilizers and pesticides that can contribute to stormwater pollution. Where landscaped areas are used to retain or detain stormwater, specify plants that are tolerant of saturated soil conditions. Consider using pest-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” at http://rcflood.org/stormwater/Error! Hyperlink reference not valid.

Provide IPM information to new owners, lessees and operators.

X X
XX
X
X
XX
X
X
X
X

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

STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST
IF THESE SOURCES WILL BE ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
WQMP Drawings
3 Permanent Controls—List in WQMP
Table and Narrative
4 Operational BMPs—Include in WQMP
Table and Narrative
 H. Industrial processes.
 Show process area.
 If industrial processes are to be
located on site, state: “All process activities to be performed indoors. No processes to drain to exterior or to storm drain system.”  See Fact Sheet SC-10, “NonStormwater Discharges” in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com See the brochure “Industrial & Commercial Facilities Best Management Practices for: Industrial, Commercial Facilities” at http://rcflood.org/stormwater/

STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST
IF THESE SOURCES WILL BE ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
WQMP Drawings
3 Permanent Controls—List in WQMP
Table and Narrative
4 Operational BMPs—Include in WQMP
Table and Narrative
 I. Outdoor storage of
equipment or materials. (See rows J and K for source control measures for vehicle cleaning, repair, and maintenance.) 
Show any outdoor storage areas, including how materials will be covered. Show how areas will be graded and bermed to prevent runon or run-off from area. Storage of non-hazardous liquids shall be covered by a roof and/or drain to the sanitary sewer system, and be contained by berms, dikes, liners, or vaults. Storage of hazardous materials and wastes must be in compliance with the local hazardous materials ordinance and a Hazardous Materials Management Plan for the site.

Include a detailed description of
materials to be stored, storage areas, and structural features to prevent pollutants from entering storm drains. Where appropriate, reference documentation of compliance with the requirements of Hazardous Materials Programs for:
 Hazardous Waste Generation
 Hazardous Materials Release
Response and Inventory
 California Accidental Release
(CalARP)
 Aboveground Storage Tank
 Uniform Fire Code Article 80
Section 103(b) & (c) 1991
 Underground Storage Tank
www.cchealth.org/groups/hazmat
/
 See the Fact Sheets SC-31, “Outdoor
Liquid Container Storage” and SC-33, “Outdoor Storage of Raw Materials ” in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com

STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST
IF THESE SOURCES WILL BE ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
WQMP Drawings
3 Permanent Controls—List in WQMP
Table and Narrative
4 Operational BMPs—Include in WQMP
Table and Narrative
 J. Vehicle and
Equipment Cleaning
 Show on drawings as appropriate:
(1) Commercial/industrial facilities having vehicle/equipment cleaning needs shall either provide a covered, bermed area for washing activities or discourage vehicle/equipment washing by removing hose bibs and installing signs prohibiting such uses. (2) Multi-dwelling complexes shall have a paved, bermed, and covered car wash area (unless car washing is prohibited on-site and hoses are provided with an automatic shutoff to discourage such use). (3) Washing areas for cars, vehicles, and equipment shall be paved, designed to prevent run-on to or runoff from the area, and plumbed to drain to the sanitary sewer. (4) Commercial car wash facilities shall be designed such that no runoff from the facility is discharged to the storm drain system. Wastewater from the facility shall discharge to the sanitary sewer, or a wastewater reclamation system shall be installed.  If a car wash area is not provided,
describe any measures taken to discourage on-site car washing and explain how these will be enforced. 
Describe operational measures to implement the following (if applicable): Washwater from vehicle and equipment washing operations shall not be discharged to the storm drain system. Refer to “Outdoor Cleaning Activities and Professional Mobile Service Providers” for many of the Potential Sources of Runoff Pollutants categories below. Brochure can be found at http://rcflood.org/stormwater/Car dealerships and similar may rinse cars with water only.

STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST
IF THESE SOURCES WILL BE ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
WQMP Drawings
3 Permanent Controls—List in WQMP
Table and Narrative
4 Operational BMPs—Include in WQMP
Table and Narrative
 K. Vehicle/Equipment
Repair and Maintenance


Accommodate all vehicle equipment repair and maintenance indoors. Or designate an outdoor work area and design the area to prevent run-on and runoff of stormwater. Show secondary containment for exterior work areas where motor oil, brake fluid, gasoline, diesel fuel, radiator fluid, acid-containing batteries or other hazardous materials or hazardous wastes are used or stored. Drains shall not be installed within the secondary containment areas. Add a note on the plans that states either (1) there are no floor drains, or (2) floor drains are connected to wastewater pretreatment systems prior to discharge to the sanitary sewer and an industrial waste discharge permit will be obtained. 
State that no vehicle repair or maintenance will be done outdoors, or else describe the required features of the outdoor work area. State that there are no floor drains or if there are floor drains, note the agency from which an industrial waste discharge permit will be obtained and that the design meets that agency’s requirements. State that there are no tanks, containers or sinks to be used for parts cleaning or rinsing or, if there are, note the agency from which an industrial waste discharge permit will be obtained and that the design meets that agency’s requirements. 
In the Stormwater Control Plan, note that all of the following restrictions apply to use the site:

No person shall dispose of, nor permit the disposal, directly or indirectly of vehicle fluids, hazardous materials, or rinsewater from parts cleaning into storm drains. No vehicle fluid removal shall be performed outside a building, nor on asphalt or ground surfaces, whether inside or outside a building, except in such a manner as to ensure that any spilled fluid will be in an area of secondary containment. Leaking vehicle fluids shall be contained or drained from the vehicle immediately. No person shall leave unattended drip parts or other open containers containing vehicle fluid, unless such containers are in use or in an area of secondary containment. Refer to “Automotive Maintenance & Car Care Best Management Practices for Auto Body Shops, Auto Repair Shops, Car Dealerships, Gas Stations and Fleet Service Operations”. Brochure can be found at http://rcflood.org/stormwater/Refer to Outdoor Cleaning Activities and Professional Mobile Service Providers for many of the Potential Sources of Runoff Pollutants categories below. Brochure can be found at http://rcflood.org/stormwater/

STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST
IF THESE SOURCES WILL BE ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
WQMP Drawings
3 Permanent Controls—List in WQMP
Table and Narrative
4 Operational BMPs—Include in WQMP
Table and Narrative
 L. Fuel Dispensing
Areas

Fueling areas6 shall have
impermeable floors (i.e., portland cement concrete or equivalent smooth impervious surface) that are: a) graded at the minimum slope necessary to prevent ponding; and b) separated from the rest of the site by a grade break that prevents run-on of stormwater to the maximum extent practicable. Fueling areas shall be covered by a canopy that extends a minimum of ten feet in each direction from each pump. [Alternative: The fueling area must be covered and the cover’s minimum dimensions must be equal to or greater than the area within the grade break or fuel dispensing area1.] The canopy [or cover] shall not drain onto the fueling area.

The property owner shall dry sweep the fueling area routinely. See the Fact Sheet SD-30 , “Fueling Areas” in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com 6 The fueling area shall be defined as the area extending a minimum of 6.5 feet from the corner of each fuel dispenser or the length at which the hose and nozzle assembly may be operated plus a minimum of one foot, whichever is greater.

STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST
IF THESE SOURCES WILL BE ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
WQMP Drawings
3 Permanent Controls—List in WQMP
Table and Narrative
4 Operational BMPs—Include in WQMP
Table and Narrative
 M. Loading Docks

Show a preliminary design for the loading dock area, including roofing and drainage. Loading docks shall be covered and/or graded to minimize run-on to and runoff from the loading area. Roof downspouts shall be positioned to direct stormwater away from the loading area. Water from loading dock areas shall be drained to the sanitary sewer, or diverted and collected for ultimate discharge to the sanitary sewer. Loading dock areas draining directly to the sanitary sewer shall be equipped with a spill control valve or equivalent device, which shall be kept closed during periods of operation. Provide a roof overhang over the loading area or install door skirts (cowling) at each bay that enclose the end of the trailer. 
Move loaded and unloaded items indoors as soon as possible. See Fact Sheet SC-30, “Outdoor Loading and Unloading,” in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com

STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST
IF THESE SOURCES WILL BE ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
WQMP Drawings
3 Permanent Controls—List in WQMP
Table and Narrative
4 Operational BMPs—Include in WQMP
Table and Narrative
 N. Fire Sprinkler Test
Water
 Provide a means to drain fire
sprinkler test water to the sanitary sewer.
 See the note in Fact Sheet SC-41,
“Building and Grounds Maintenance,” in the CASQA Stormwater Quality Handbooks at www.cabmphandbooks.com 
O. Miscellaneous Drain
or Wash Water or Other Sources Boiler drain lines Condensate drain lines Rooftop equipment Drainage sumps Roofing, gutters, and trim. Other sources 
Boiler drain lines shall be directly or indirectly connected to the sanitary sewer system and may not discharge to the storm drain system. Condensate drain lines may discharge to landscaped areas if the flow is small enough that runoff will not occur. Condensate drain lines may not discharge to the storm drain system. Rooftop equipment with potential to produce pollutants shall be roofed and/or have secondary containment. Any drainage sumps on-site shall feature a sediment sump to reduce the quantity of sediment in pumped water. Avoid roofing, gutters, and trim made of copper or other unprotected metals that may leach into runoff. Include controls for other sources as specified by local reviewer.

STORMWATER POLLUTANT SOURCES/SOURCE CONTROL CHECKLIST
IF THESE SOURCES WILL BE ON THE PROJECT SITE … … THEN YOUR WQMP SHOULD INCLUDE THESE SOURCE CONTROL BMPs, AS APPLICABLE 1 Potential Sources of
Runoff Pollutants
2 Permanent Controls—Show on
WQMP Drawings
3 Permanent Controls—List in WQMP
Table and Narrative
4 Operational BMPs—Include in WQMP
Table and Narrative
 P. Plazas, sidewalks,
and parking lots.
 Sweep plazas, sidewalks, and parking
lots regularly to prevent accumulation of litter and debris. Collect debris from pressure washing to prevent entry into the storm drain system. Collect washwater containing any cleaning agent or degreaser and discharge to the sanitary sewer not to a storm drain.

X X
- 26 -
Appendix 8: Source Control
Pollutant Sources/Source Control Checklist
- 27 -
Appendix 9: O&M
Operation and Maintenance Plan and Documentation of Finance, Maintenance and Recording Mechanisms Will be provided in Final WQMP Report
Riverside County - Low Impact Development BMP Design Handbook rev. 2/2012

3.1 INFILTRATION BASIN
Description
An Infiltration Basin is a flat earthen basin
designed to capture the design capture volume,
VBMP. The stormwater infiltrates through the
bottom of the basin into the underlying soil over
a 72 hour drawdown period. Flows exceeding
VBMP must discharge to a downstream
conveyance system. Trash and sediment
accumulate within the forebay as stormwater
passes into the basin.   Infiltration basins are
highly effective in removing all targeted
pollutants from stormwater runoff.

See Appendix A, and Appendix C, Section 1 of Basin Guidelines, for additional requirements.

Siting Considerations
The use of infiltration basins may be restricted by concerns over ground water contamination, soil permeability, and clogging at the site. See the applicable WQMP for any specific feasibility considerations for using infiltration BMPs. Where this BMP is being used, the soil beneath the basin must be thoroughly evaluated in a geotechnical report since the underlying soils are critical to the basin’s long term performance. To protect the basin from erosion, the sides and bottom of the basin must be vegetated, preferably with native or low water use plant species.

In addition, these basins may not be appropriate for the following site conditions:
 Industrial sites or locations where spills of toxic materials may occur  Sites with very low soil infiltration rates
 Sites with  high groundwater tables or excessively high soil infiltration rates, where pollutants can affect ground water quality
 Sites with unstabilized soil or construction activity upstream  On steeply sloping terrain
 Infiltration basins located in a fill condition should refer to Appendix A of this Handbook for details on special requirements/restrictions Type of BMP LID ‐ Infiltration
Treatment Mechanisms Infiltration, Evapotranspiration (when vegetated), Evaporation, and Sedimentation
Maximum Treatment Area 50 acres
Other Names Bioinfiltration Basin
Figure 1 – Infiltration Basin

INFILTRATION BASIN BMP FACT SHEET
Riverside County - Low Impact Development BMP Design Handbook rev. 2/2012

Setbacks
Always consult your geotechnical engineer for site specific recommendations regarding setbacks for infiltration trenches.   Recommended setbacks are needed to protect buildings, existing trees, walls, onsite or nearby wells, streams, and tanks.  Setbacks should be considered early in the design process since they can affect where infiltration facilities may be placed and how deep they are allowed to be.   For instance, depth setbacks can dictate fairly shallow facilities that will have a larger footprint and, in some cases, may make an infiltration basin infeasible.  In that instance, another BMP must be selected.

Infiltration basins typically must be set back:
 10 feet from the historic high groundwater (measured vertically from the bottom of the basin, as shown in Figure 2)
 5 feet from bedrock or impermeable surface layer (measured vertically from the bottom of the basin, as shown in Figure 2)
 From all existing mature tree drip lines as indicated in Figure 2 (to protect their root structure)
 100 feet horizontally from wells, tanks or springs
Setbacks to walls and foundations must be included as part of the Geotechnical Report. All other setbacks shall be in accordance with applicable standards of the District’s Basin Guidelines (Appendix C).

Figure 2 – Setback Requirements

INFILTRATION BASIN BMP FACT SHEET
Riverside County - Low Impact Development BMP Design Handbook rev. 2/2012

Forebay
A concrete forebay shall be provided to reduce sediment clogging and to reduce erosion.  The forebay shall have a design volume of at least 0.5% VBMP and a minimum 1 foot high concrete splashwall / berm.  Full height notch‐type weir(s), offset from the line of flow from the basin inlet to prevent short circuiting, shall be used to outlet the forebay.  It is recommended that two weirs be used and that they be located on opposite sides of the forebay (see Figure 2).

Overflow
Flows exceeding VBMP must discharge to an acceptable downstream conveyance system. Where an adequate outlet is present, an overflow structure may be used. Where an embankment is present, an emergency spillway may be used instead. Overflows must be placed just above the design water surface for VBMP and be near the outlet of the system. The overflow structure shall be similar to the District’s Standard Drawing CB 110. Additional details may be found in the District’s Basin Guidelines (Appendix C).

Figure 3 – Infiltration Basin

INFILTRATION BASIN BMP FACT SHEET
Riverside County - Low Impact Development BMP Design Handbook rev. 2/2012

Landscaping Requirements
Basin vegetation provides erosion protection, improves sediment removal and assists in allowing infiltration to occur.   The basin surface and side slopes shall be planted with native grasses.  Proper landscape management is also required to ensure that the vegetation does not contribute to water pollution through pesticides, herbicides, or fertilizers.  Landscaping shall be in accordance with County of Riverside Ordinance 859 and the District’s Basin Guidelines (Appendix C), or other guidelines issued by the Engineering Authority.

Maintenance
Normal maintenance of an infiltration basin includes the maintenance of landscaping, debris and trash removal from the surface of the basin, and tending to problems associated with standing water (vectors, odors, etc.). Significant ponding, especially more than 72 hours after an event, may indicate that the basin surface is no longer providing sufficient infiltration and requires aeration. See the District’s Basin Guidelines (Appendix C) for additional requirements (i.e., fencing, maintenance access, etc.).

Table 1 ‐ Inspection and Maintenance
Schedule Inspection and Maintenance Activity
Ongoing including just
before annual storm
seasons and following
rainfall events.
 Maintain vegetation as needed. Use of fertilizers, pesticides and herbicides should be strenuously avoided to ensure they don’t contribute to water pollution. If appropriate native plant selections and other IPM methods are used, such products shouldn’t be needed. If such projects are used,
o Products shall be applied in accordance with their labeling, especially in relation to application to water, and in areas subjected to flooding. o Fertilizers should not be applied within 15 days before, after, or during the rain season.
 Remove debris and litter from the entire basin to minimize clogging and improve aesthetics.
 Check for obvious problems and repair as needed. Address odor, insects, and overgrowth issues associated with stagnant or standing water in the basin bottom.

There should be no long‐term ponding water.
 Check for erosion and sediment laden areas in the basin. Repair as needed. Clean forebay if needed.
 Revegetate side slopes where needed.

Annually. If possible,
schedule these inspections
within 72 hours after a
significant rainfall.
 Inspection of hydraulic and structural facilities. Examine the inlet for blockage, the embankment and spillway integrity, as well as damage to any structural element.  Check for erosion, slumping and overgrowth. Repair as needed.  Check basin depth for sediment build up and reduced total capacity. Scrape bottom as needed and remove sediment. Restore to original cross‐section and infiltration rate. Replant basin vegetation.
 Verify the basin bottom is allowing acceptable infiltration. Use a disc or other method to aerate basin bottom only if there is actual significant loss of infiltrative capacity, rather than on a routine basis1
.
 No water should be present 72 hours after an event. No long term standing water should be present at all. No algae formation should be visible.  Correct problem as needed.

1. CA Stormwater BMP Handbook for New Development and Significant Redevelopment

INFILTRATION BASIN BMP FACT SHEET
Riverside County - Low Impact Development BMP Design Handbook rev. 2/2012

Table 2 ‐ Design and Sizing Criteria for Infiltration Basins Note: The information contained in this BMP Factsheet is intended to be a summary of design considerations and requirements.  Additional information which applies to all detention basins may be found in the District’s Basin Guidelines (Appendix C).   In addition, information herein may be superseded by other guidelines issued by the co‐permittee.

INFILTRATION BASIN SIZING PROCEDURE

1. Find the Design Volume, VBMP.
a) Enter the Tributary Area, AT.
b) Enter the Design Volume, VBMP, determined from Section 2.1 of this Handbook.

2. Determine the Maximum Depth.
a) Enter the infiltration rate.   The infiltration rate shall be established as described in Appendix A: “Infiltration Testing”.
b) Enter the design Factor of Safety from Table 1 in Appendix A: “Infiltration Testing”. c) The spreadsheet will determine D1, the maximum allowable depth of the basin based on the infiltration rate along with the maximum drawdown time (72 hours) and the Factor of Safety.

D1 =   [(t) x (I)] / 12s
Where    I = site infiltration rate (in/hr)
s = safety factor
t = drawdown time (maximum 72 hours)
Design Parameter Infiltration Basin
Design Volume VBMP
Forebay Volume 0.5% VBMP
Drawdown time (maximum) 72 hours
Maximum tributary area 50 acres 2
Minimum infiltration rate
Must be sufficient to drain the basin within the
required Drawdown time over the life of the BMP.

The WQMP may include specific requirements for
minimum tested infiltration rates.

Maximum Depth 5 feet
Spillway erosion control Energy dissipators to reduce velocities1 Basin Slope 0%
Freeboard (minimum) 1 foot 1
Historic High Groundwater Setback (max) 10 feet
Bedrock/impermeable layer setback (max) 5 feet
Tree setbacks Mature tree drip line must not overhang the basin Set back from wells, tanks or springs 100 feet
Set back from foundations As recommended in Geotechnical Report

1.      Ventura County’s Technical Guidance Manual for Stormwater Quality Control Measures

2. CA Stormwater BMP Handbook for New Development and Significant Redevelopment

INFILTRATION BASIN BMP FACT SHEET
Riverside County - Low Impact Development BMP Design Handbook rev. 2/2012

d) Enter the depth of freeboard.
e) Enter the depth to the historic high groundwater level measured from the top of the basin.
f) Enter the depth to the top of bedrock or other impermeable layer measured from the finished grade.
g) The spreadsheet will determine D2, the total basin depth (including freeboard, if used) of the basin, based on restrictions to the depth by groundwater and an impermeable layer.

D2 = Depth to groundwater – (10 + freeboard) (ft);
or
D2 = Depth to impermeable layer – (5 + freeboard) (ft)
Whichever is least.
h) The spreadsheet will determine the maximum allowable effective depth of basin, DMAX, based on the smallest value between D1 and D2. DMAX is the maximum depth of water only and does not include freeboard. DMAX shall not exceed 5 feet.

3. Basin Geometry
a) Enter the basin side slopes, z (no steeper than 4:1). b) Enter the proposed basin depth, dB excluding freeboard. c) The spreadsheet will determine the minimum required surface area of the basin:

As = VBMP / dB
Where    As    = minimum area required (ft2
)
VBMP = volume of the infiltration basin (ft3
)
dB= proposed depth not to exceed maximum allowable depth, DMAX (ft) d) Enter the proposed bottom surface area. This area shall not be less than the minimum required surface area.

4. Forebay
A concrete forebay with a design volume of at least 0.5% VBMP and a minimum 1 foot high concrete splashwall shall be provided.  Full‐height rectangular weir(s) shall be used to outlet the forebay.   The weir(s) must be offset from the line of flow from the basin inlet. It is recommended that two weirs be used and that they be located on opposite sides of the forebay (see Figure 2).
a) The spreadsheet will determine the minimum required forebay volume based on 0.5% VBMP.
b) Enter the proposed depth of the forebay berm/splashwall (1foot minimum). c) The spreadsheet will determine the minimum required forebay surface area. d) Enter the width of rectangular weir to be used (minimum 1.5 inches). Weir width should be established based on a 5 minute drawdown time.

What is stormwater runoff?
Why is stormwater runoff a problem?
The effects of pollution
Stormwater runoff occurs when precipitation
from rain or snowmelt flows over the ground.

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

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

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

Sediment can cloud the water
and make it difficult or
impossible for aquatic plants to
grow. Sediment also can
.


destroy aquatic habitats
Excess nutrients can cause
algae blooms. When algae die,
they sink to the bottom and decompose
in a process that removes oxygen from
the water. Fish and other aquatic
organisms can’t exist in water with low
dissolved oxygen levels.

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

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

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

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

Polluted stormwater often
affects drinking water
sources. This, in turn, can
affect human health and
increase drinking water
treatment costs.










After the Storm
EPA 833-B-03-002
January 2003
For more information contact:
or visit
www.epa.gov/npdes/stormwater
www.epa.gov/nps
A Citizen’s Guide to
Understanding Stormwater

WHEN IT RAINS

IT DRAINS

WHEN IT RAINS
IT DRAINS Internet Address (URL) HTTP://www.epa.gov
Recycled/Recyclable Printed With Vegetable
Oil Based Inks on 100% Postconsumer,
Process Chlorine Free Recycled Paper
●
●
Auto care
Washing your car and
degreasing auto parts at home
can send detergents and other
contaminants through the
storm sewer system. Dumping
automotive fluids into storm
drains has the same result as
dumping the materials directly
into a waterbody.

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

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

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

Pathogens can cause public
health problems and
environmental concerns.

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

Education is essential to changing people's behavior.

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

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




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

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








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

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

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

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




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

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

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






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

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

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

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

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






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

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

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

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








Clean up spills immediately and properly
dispose of cleanup materials.

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

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

Install and maintain oil/water separators.

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









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

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

Vegetate riparian areas along waterways.

Rotate animal grazing to prevent soil erosion in fields.

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

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

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

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










Conduct preharvest planning to prevent erosion and lower costs.

Use logging methods and equipment that minimize soil disturbance.

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

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

Expedite revegetation of cleared areas.

Commercial
Stormwater Pollution Solutions
Construction
Agriculture Automotive
Facilities
Forestry

- 28 -
Appendix 10: Educational Materials
BMP Fact Sheets, Maintenance Guidelines and Other End-User BMP Information

INITIALSTUDY APPENDIX J
Sewer Study Report

SEWER STUDY REPORT

FOR THE

KAISER PERMANENTE

RIVERSIDE MEDICAL CENTER
July 12, 2021
Prepared by:
9755 Clairemont Mesa Blvd
San Diego, CA 92124
858.614.5000 Telephone
858.614.5001 Fax
Project Contact:

Azeez Saliba, PE
Scott Davis, PE
_______________________________ _____________
Signature Date
MBI JN 174808KAISER PERMANENTE SAN DIEGO CENTRAL HOSPITAL Submittal to:

City of Riverside
Sewer Study Report
Kaiser Permanente Riverside Medical Center
ii
Table of Contents
A. Objective ............................................................................................................................................... 1 B. Project Description ................................................................................................................................ 1 C. Analysis Criteria ..................................................................................................................................... 5 D. Sewer Analysis ...................................................................................................................................... 6 E. Conclusion ........................................................................................................................................... 10 F. Summary ............................................................................................................................................. 10 Figure Index
Figure 1: Project Site (Google Maps) ............................................................................................................ 1 Figure 2: Project Site ..................................................................................................................................... 2 Figure 3: Proposed Site Layout ..................................................................................................................... 4 Table Index
Table C.1 Design Criteria ............................................................................................................................... 5 Table C.2........................................................................................................................................................ 6 Table D.1 Proposed Sewer Generation Rates ............................................................................................... 7 Appendices Index
Appendix A: Site Vicinity Map ....................................................................................................................... 0 Appendix B: Utility Plan Set .......................................................................................................................... 0 Appendix C: Existing Conditions Report ........................................................................................................ 2 Appendix D: Proposed Average Conditions Report ...................................................................................... 4 Appendix E: Proposed Peak Conditions Report ............................................................................................ 6 Appendix F: Future Wastewater Collection System Capacity Analysis Map ................................................ 8 Appendix G : Lift Station Capacity Analysis Table ....................................................................................... 10 Sewer Study Report
Kaiser Permanente Riverside Medical Center
1 A. Objective
This report provides background data, hydraulic analysis, and a summary of results as part of a sewer study for the proposed Kaiser Permanente Riverside Medical Center Expansion Project (Project). The purpose of this study is to determine the potential impact of the proposed project on the existing downstream sewer system and to verify design of the proposed onsite sanitary sewer infrastructure. This study considers both the initial Early Project and future Ultimate Project, focusing on changes in sewage flow caused by proposed changes to the Diagnosis and Treatment (D&T) building and bed tower building.

B. Project Description
B.1 Project Location:

The Kaiser Permanente Riverside Medical Center site is located at 10800 Magnolia Avenue, Riverside CA 92505. The redevelopment area of disturbance is about 16 acres of the project site. The project is adding a Cooling Tower, Diagnostic & Testing, Rotunda, multi-story parking structure buildings along with redesign of parking lots. It is bounded by Magnolia Avenue to NW, Polk Street to the NE, Park Sierra Drive to the SW and the Castle Park amusement park to the SE with Diana Ave further SE. The entire project site was previously graded and is currently developed. The project site is shown in Figure 1 and Figure 2.

This report focuses on Magnolia Avenue and the NW edge of the hospital complex.

Figure 1: Project Site (Google Maps)
Project Site
Sewer Study Report
Kaiser Permanente Riverside Medical Center
2 Figure 2: Project Site
Sewer Study Report
Kaiser Permanente Riverside Medical Center
3 B.2 Existing Conditions:

A map excerpt, taken from Volume 3 of the City of Riverside’s Sewer Master Plan, has been annotated to show the location of the hospital and some key streets; it is included in Appendix F. The notable streets are Golden Ave, Magnolia Ave, Riverwalk Pkwy, and Pierce Street, all of which are downstream to the west of the project site. The map, titled “Future Wastewater Collection System Capacity Analysis,” highlights sewer infrastructure in Riverside which is planned to have deficiencies. The map shows that none of the sewers within these streets have planned deficiencies. While the Pierce Street lift station is shown as having a planned deficiency, Section 7.2.3 of the same master plan volume states that the lift station will be only 0.08 MGD over capacity at buildout conditions, and that such a deficiency does not warrant a capacity upgrade. The master plan also recommended that flow monitoring data be used to confirm the performance and capacity of the Pierce lift station. Therefor it is expected that the project will not have a significant impact on downstream wastewater infrastructure, and the receiving pipes will not exceed the maximum permissible 0.75 d/D ratio. A table taken from the same master plan which shows the remaining capacity of the Pierce Street lift station has been included in Appendix G.

B.3 Proposed Project:

The proposed Project at 10800 Magnolia Avenue will be an expansion to the existing medical campus.

Figure 3 depicts the schematic site layout for the Ultimate Project including the location of the patient bed towers, D&T, Emergency Department, CUP, medical office buildings, and parking structures within the Project area. Existing features are already accounted for in the existing sewage demand estimate and modeling provided by Riverside. See Appendix A for a vicinity map.

Sewer Study Report
Kaiser Permanente Riverside Medical Center
4 Figure 3: Proposed Site Layout
B.4 Prior Site Planning
The Kaiser Permanente Riverside Hospital currently consists of two buildings, hospital and medical office building, and provides patient care services. This project currently designates the aging infrastructure as a facility requiring upgrades and renovations to meet current California Office of Statewide Health Planning Development (OSHPD) requirements. The site is adding multi-story towers, D&T building, and a parking structure, but this report will only cover the D&T building and added beds to the hospital building.

The project will be constructed in phases beginning with new parking structure slated for construction first and hospital towers later. Site will be demolished and restored in segments, along with demolition to existing on-site parking, to accommodate the proposed Project. Patient parking, fire access, patient and ambulance circulations is planned accordingly to minimize impacts to the hospital operations.

Sewer Study Report
Kaiser Permanente Riverside Medical Center
5 B.5 Study Area
The subject study area is bounded by Magnolia Avenue to north, Polk Street to the east, Park Sierra Drive to the west and Castle Park to the south. This report focuses on the area bounded by Mercer Ave to the NW, Burge St to the SW, Magnolia Ave to the SE, and Jones Ave to the NE. In accordance with the city requirements, this preliminary sewer study is to ensure existing sanitary sewer services have available capacity for the proposed expansion and sufficiently size the proposed on-site sewer mains and laterals.

The on-site sewer system is comprised primarily of private 8-inch sewer mains. On-site generated wastewater is transported west, away from the Project. The wastewater is then transported west to an 8-inch PVC gravity sewer. The flow continues southwest to a 21-inch VCP and then to a 24-inch VCP. The flow is eventually directed north to the Riverside WWTP near Jurupa Ave. Refer to Appendix B for the Preliminary Utility Plan locating the proposed wastewater mains within the project area.

C. Analysis Criteria
Preliminary sewer generation rates for the proposed development are based on wastewater flow factors found in Volume 2 of Riverside’s Update of the Integrated Master Plan for the Wastewater Collection and Treatment Facilities. Average dry weather flow (ADWF) and peak wet weather flows (PWWF) were obtained for the Early Project and Ultimate Project, taken from Riverside’s Wastewater Facilities Master Plan Volumes 2 and 3. Table C.1 shows sewer design criteria.

Table C.1
Design Criteria
Non-Residential Hospital 250 gpd/bed
Non-Residential Commercial 1,700 gpd/acre
Minimum Velocity 2 ft/s
Maximum Velocity 10 ft/s
Recommended Velocity 3 ft/s
Manning’s coefficient for all pipes 0.015
Peak Dry Weather Peaking Factors Refer to Table 5.2
Peak Wet Weather Peaking Factor 1.2
Pipes 8-inch to not exceed flow of 250,000 gpd 0.25 MGD Pipes 8 to 10-inch to not flow more than 50% full during PDWF d/D = 0.5 Pipes 12 to 18-inch to not flow more than 67% full during PDWF d/D = 0.67 Pipes 21 to 24-inch to not flow more than % full during PDWF d/D = 0.75 Pipes 10-inch and smaller to not flow more than 50% full during PWWF
d/D = 0.50
Pipes 12-inch to 18-inch to not flow more than 67% full during PWWF d/D = 0.67 Pipes greater than 18-inch to not flow more than 75% full during PWWF
d/D = 0.75
All pipes to not exceed 90% full during PWWF d/D = 0.90 Sewer Study Report
Kaiser Permanente Riverside Medical Center
6 There are 152 new beds proposed with a sewer generation of 250 gpd per bed, for an increase of 38,000 gpd. The D&T building is planned at about 2.14 acres and 1,700 gpd/acre, for an increase of 3,638 gpd.

This is a total of an additional 41,638 gpd. Table C.2 shows the proposed sewage generation.

Table C.2
New Sewage Demand Factors
# of (Units)
Sewage
generation per
(Unit, gpd)
Sewage
generation
Bed Tower
Building 152 (Beds) 250 38,000
D&T Building 2.14 (Acres) 1700 3,838
Total --- --- 41,638
D. Sewer Analysis
D.1 Model Methodology
The sewer analysis focuses on the hydraulic analysis of the existing sanitary sewer system with new flows from the Project and the results of the hydraulic analysis. Design standards used were derived from Volume 3 of Riverside’s Update of the Integrated Master Plan for the Wastewater Collection and Treatment Facilities.

A hydraulic analysis of the existing sanitary sewer within the study area was conducted. Sanitary sewer infrastructure owned by Riverside will ultimately transport all wastewater flow generated onsite, with the exception of softeners, to a treatment facility. For this study, the hydraulic analysis concludes at the point of connection between the 12-inch sewer and 33-inch sewer main located approximately 1,270 feet west of Oliver Street and 2,680 feet north of Iris Avenue.

The Average Dry Weather Flow (ADWF) was calculated for each reach by the product of the cumulative bed count or facility square footage of 250 gpd/bed and 1,700 gpd/acre, respectively. Peak Dry Weather Flow (PDWF) was calculated for each reach by multiplying the ADWF by the calculated Peaking Factor for Dry Weather Flow (PFDW). The PFDW, which decreases as the cumulative ADWF increases, ranged between 2.77 and 2.8. Peak Wet Weather Flow (PWWF) was calculated for each reach by multiplying the PDWF by the calculated Peak Factor for Wet Weather Flow (PFWW). The PFWW was maintained at a safety factor of 1.2. The design full pipe capacity (Qfull) was calculated utilizing Manning’s Equation and a Manning’s “n” value of 0.015.

The ratio of actual depth to pipe diameter (d/D) was calculated by using an Excel algorithm to select the appropriate d/D (to the nearest 0.01 increment) based on the corresponding ratio of calculated ADWF, PDWF, and PWWF to full pipe flow (Q/Qfull).

Sewer Study Report
Kaiser Permanente Riverside Medical Center
7 The minimum velocity is 2.0 ft/s. In reaches of upstream sewers having very light sewer loads, this would result in very impractical and steep sewer slopes. Sewer Generation Rates The average proposed dry weather flow (ADWF) was calculated based on the increase in the number of beds for the tower building and the acreage of the D&T building, as described previously in Section C.

Flows from existing features were already accounted for in the modeling provided by Riverside and are therefore not included in Table D.1.

Table D.1
Proposed Sewer Generation Rates

AVERAGE PROPOSED DRY WEATHER
FLOW
[250 (gal/bed) * 186 Beds]
+
[1,700 gpd/acre * 2.14 Acres]
= 41,638 gpd
PEAK DRY WEATHER FLOW = ADWF * Peaking Factor
= 41,638 gpd * 2.8
= 116,586 gpd
PEAK WET WEATHER FLOW = PDWF * Peaking Factor
= 116,586 gpd * 1.2
= 139,903 gpd
These flow values do not meet or exceed the 250,000 gpd limit for 8-inch sewer pipes and are within the system’s capacity. Tables containing modeling results for the existing, proposed average, and proposed peak conditions can be found in Appendix C, Appendix D, and Appendix E.

D.2 Hydraulic Analysis Assumptions
Sewer design guidelines are included in the hydraulic analysis for this study. This study recognizes additional detailed information necessary to complete the hydraulic analysis and assumptions are considered for the sewer model and design of the project area.

Several pieces of wastewater infrastructure were identified at specific locations downstream of the project area. These include a 21” and a 24” pipe on Magnolia Ave, a 12” pipe on Golden St, a 20” and a 27” pipe on Riverwalk Pkwy, and the Pierce St pump station. it has been determined that the expansion Sewer Study Report
Kaiser Permanente Riverside Medical Center
8 will not increase the d/D ratio of 0.75 for flows in the downstream infrastructure. The analysis of the downstream conditions based on the existing model from 2019 was done with the understanding that this project was not demanding additional capacity, and that all downstream infrastructure will continue to meet the required flow capacity.

New sewer lengths, sizes, invert elevations, and elevations for building points of connection were derived from a utility plan set provided by CO Architects for the Kaiser Permanente Riverside Medical Center, included in Appendix B. The Ultimate Project new sewer design assumes 6-inch laterals at 2% slope and 8-inch sewer mains at 0.4% slope.

Wastewater flow generated from the New Diagnostics & Treatment (D&T) facility in the Early Project is consistent with the D&T facility generated wastewater flow in the Ultimate Project. Although the D&T facility will be expanded in the Ultimate Project, the wastewater generated in the hospital and new patient towers due to the expanded bed count will account for additional wastewater in the D&T expansion.

The sanitary sewer system includes a sewer manhole located north of the project area. Per the model, this manhole includes a single connection. The southerly connection transports generated wastewater from the Project area via an 8-inch VCP sewer. The easterly connection transports wastewater developed from the Fresenius Medical Care – Moreno Valley Dialysis center via 10-inch sewer. A wastewater demand for Fresenius Medical Care, located east of the project, was calculated based on the facility size and using a non-residential commercial demand factor. The wastewater from this facility is estimated and does not reflect actual data.

Software used for hydraulic modeling is InfoSWMM Suite 14.7 (Update #1).

D.3 Hydraulic Analysis Results
The Early Project and Ultimate Project models correspond with a sanitary sewer design layout displaying existing and proposed sewer mains, branches, and laterals both onsite and offsite which can be found in Appendix B. All images were taken from within the InfoSWMM Suite hydraulic modeling. The following exhibits show pipe profile for the immediately downstream pipe that receives the flows from the project site. The receiving manhole is named “PROP_1” and the immediately downstream pipe is “CDT-1061” in the InfoSWMM pictures. These profiles cover the existing condition, the average day dry weather proposed conditions, and the peak day dry weather conditions.

Sewer Study Report
Kaiser Permanente Riverside Medical Center
9 Exhibit 1: Existing Dry Weather Conditions Pipe Profile Exhibit 2: Average Day Proposed Dry Weather Conditions Pipe Profile Sewer Study Report
Kaiser Permanente Riverside Medical Center
10 Exhibit 3: Peak Day Proposed Dry Weather Conditions Pipe Profile E. Conclusion
Based on the discussion provided in Section C and analysis results provided in Section D regarding the Project, the following recommendation is provided:

1. The d/D ratio at the pipe immediately downstream of the PROP_1 connecting manhole is 0.18 under current conditions. For the proposed condition, it is 0.19 during average day dry weather flows, and 0.24 during peak day dry weather flows. These values are all well within allowable limits.

2. The daily flows through the 8-inch connecting pipe from the project site will not exceed the maximum 250,000 gpd limit.

3. The pipe velocity under existing conditions is only 1.63 ft/s, and 1.96 ft/s under the proposed peak day dry weather conditions. It is typically preferrable to have a velocity of at least 2 ft/s.

F. Summary
Modeling done in InfoSWMM showed that under existing and buildout conditions, the average d/D ratio of the receiving infrastructure downstream from the project area would not exceed permissible limits.

Hydraulic modeling tables for pipes and manholes under proposed improvements under buildout conditions are included in Appendix D and Appendix E.

Appendices
Appendix A: Site Vicinity Map
Appendix B: Utility Plan Set
Appendix C: Existing Conditions Report
Appendix D: Proposed Average Conditions Report
Appendix E: Proposed Peak Conditions Report
Appendix F: Future Wastewater Collection System Capacity Analysis Map Appendix G : Lift Station Capacity Analysis Table
Appendix A: Site Vicinity Map

Sewer Study Report
Kaiser Permanente Riverside Medical Center
1 Appendix B: Utility Plan Set

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(FF 722.5) 720 EX HOSPITAL EX MOB 1 EX MOB 2 EX MOB 3 EX STAFF PARKING STRUCTURE MAGNOLIA AVE.EX MRI
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129.31' S33°37'45"E L=57.981, R=333.000 48.39' S33°37'45"E 375.25' S10°12'06"W 129.32' S33°37'45"E 129.32' S77°27'36"E 129.32' S33°37'45"E 264.45' L=39.448, R=139.000 L=45.407, R=160.000 S33°37'45"E 172.18' N21°03'23"E 29.40' N56°21'48"E
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662.21' LEGEND OWNER/ DEVELOPER ARCHITECT CIVIL ENGINEER EXISTING UTILITY NOTE STORM WATER NOTE SITE ADDRESS UTILITY COMPANIES TOPOGRAPHY SOURCE BENCHMARK ... LEGAL DESCRIPTION BASIS OF COORDINATES & BEARINGS EARTH WORK LAND USE FEMA ZONE DISTURBED AREA VICINITY MAP CITY OF RIVERSIDE Site Development Plan Number:

OWNER: Kaiser Foundation Hospitals PHONE: 626.405.5099 Sheet: MARCH 6, 2020 ADDRESS: 393 E. Walnut Street Pasadena, CA 91188 ARCHITECT, ENGINEER, DESIGNER: CO Architects, Michael Baker International, Ridge Landscape Architects, Glumac PHONE: 323.525.0500 (Architect) ADDRESS: 5055 Wilshire Blvd. 9th Floor, Los Angeles CA 90036 (Architect) TYPE OF DEVELOPMENT: XXXXX LOCATION: 10800 Magnolia Ave. Riverside, CA 92505 ZONE: XXXXX ACCESSOR'S PARCEL NUMBER: 138-470-010 RIVERSIDE MEDICAL CENTER DRAFT PRINT EXISTING CONDITIONS C1.00 PB
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OWNER: Kaiser Foundation Hospitals PHONE: 626.405.5099 Sheet: MARCH 6, 2020 ADDRESS: 393 E. Walnut Street Pasadena, CA 91188 ARCHITECT, ENGINEER, DESIGNER: CO Architects, Michael Baker International, Ridge Landscape Architects, Glumac PHONE: 323.525.0500 (Architect) ADDRESS: 5055 Wilshire Blvd. 9th Floor, Los Angeles CA 90036 (Architect) TYPE OF DEVELOPMENT: XXXXX LOCATION: 10800 Magnolia Ave. Riverside, CA 92505 ZONE: XXXXX ACCESSOR'S PARCEL NUMBER: 138-470-010 RIVERSIDE MEDICAL CENTER DRAFT PRINT EXISTING UTILITIES C1.01 E E S S W W FIRE LEGEND EXISTING UTILITY NOTE V s s s s s s s s s s s FH FH V V V V V V V V V V V V V V sssssss V V V FHs V s FH s s FH ss FH s s FH s ss V s s s s FH 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 s V 100 727.86 101 721.49
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OWNER: Kaiser Foundation Hospitals PHONE: 626.405.5099 Sheet: MARCH 6, 2020 ADDRESS: 393 E. Walnut Street Pasadena, CA 91188 ARCHITECT, ENGINEER, DESIGNER: CO Architects, Michael Baker International, Ridge Landscape Architects, Glumac PHONE: 323.525.0500 (Architect) ADDRESS: 5055 Wilshire Blvd. 9th Floor, Los Angeles CA 90036 (Architect) TYPE OF DEVELOPMENT: XXXXX LOCATION: 10800 Magnolia Ave. Riverside, CA 92505 ZONE: XXXXX ACCESSOR'S PARCEL NUMBER: 138-470-010 RIVERSIDE MEDICAL CENTER DRAFT PRINT SITE PLAN C2.00 PB
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OWNER: Kaiser Foundation Hospitals PHONE: 626.405.5099 Sheet: MARCH 6, 2020 ADDRESS: 393 E. Walnut Street Pasadena, CA 91188 ARCHITECT, ENGINEER, DESIGNER: CO Architects, Michael Baker International, Ridge Landscape Architects, Glumac PHONE: 323.525.0500 (Architect) ADDRESS: 5055 Wilshire Blvd. 9th Floor, Los Angeles CA 90036 (Architect) TYPE OF DEVELOPMENT: XXXXX LOCATION: 10800 Magnolia Ave. Riverside, CA 92505 ZONE: XXXXX ACCESSOR'S PARCEL NUMBER: 138-470-010 RIVERSIDE MEDICAL CENTER DRAFT PRINT LEGEND SITE PLAN C2.01 V s s s s s s s s s s s FH FH V V V V V V V V V V V V V V V sssssss V V FHs V s FH s s FH s s FH s s FH s ss V s s s s FH 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 s V 100 727.86 101 721.49
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Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Elevated Parking Structure
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured Elevated Parking Structure
Area Under Construction
Ground Obscured
Ground Obscured
Ground Obscured
(FF 724.9)
(FF 722.5)
ST

ST ST ST ST ST ST ST ST ST ST ST ST ST ST
ST ST
ST

ST ST ST ST ST ST ST ST ST ST ST ST ST ST

ST ST FIRE FIRE
FIRE FIRE FIRE FIRE CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW E E E E E E E E E E E E E E E E E E E E E E E E E E S S S C C C C C C C C C C C C C C C C C C C E E E E E E E E E E E E E E E E E E E E C C C S S S S S S S FIRE FIRE FIRE EX HOSPITAL EX MOB 1 EX MOB 2 EX STAFF PARKING STRUCTURE EX MRI PROP TOWER POLK ST.

MAGNOLIA AVE
V s s s s s s s s s s s FH FH V V V V V V V V V V V V V V V sssssss V V FHs V s FH s s FH s s FH s s FH s ss V s s s s FH 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 s V 100 727.86 101 721.49
104 704.97 s ss s X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 720 720
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Ground Obscured
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Ground Obscured Ground Obscured Ground Obscured
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Ground Obscured
Ground Obscured
Ground Obscured
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Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Elevated Parking Structure
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured Elevated Parking Structure
Area Under Construction
Ground Obscured
Ground Obscured
Ground Obscured
(FF 724.9)
(FF 722.5)
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ST ST ST ST ST ST ST ST ST ST ST ST ST ST
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ST ST ST ST ST ST ST ST ST ST ST ST ST ST

ST ST FIRE FIRE
FIRE FIRE FIRE FIRE CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW E E E E E E E E E E E E E E E E E E E E E E E E E E S S S C C C C C C C C C C C C C C C C C C C E E E E E E E E E E E E E E E E E E E E C C C S S S S S S S FIRE FIRE FIRE EX HOSPITAL EX MOB 1 EX MOB 2 EX STAFF PARKING STRUCTURE EX MRI PROP TOWER POLK ST.

MAGNOLIA AVE CITY OF RIVERSIDE Site Development Plan Number:

OWNER: Kaiser Foundation Hospitals PHONE: 626.405.5099 Sheet: MARCH 6, 2020 ADDRESS: 393 E. Walnut Street Pasadena, CA 91188 ARCHITECT, ENGINEER, DESIGNER: CO Architects, Michael Baker International, Ridge Landscape Architects, Glumac PHONE: 323.525.0500 (Architect) ADDRESS: 5055 Wilshire Blvd. 9th Floor, Los Angeles CA 90036 (Architect) TYPE OF DEVELOPMENT: XXXXX LOCATION: 10800 Magnolia Ave. Riverside, CA 92505 ZONE: XXXXX ACCESSOR'S PARCEL NUMBER: 138-470-010 RIVERSIDE MEDICAL CENTER DRAFT PRINT VICINITY MAP GRADING PLAN C3.00 MATCHLINE - SEE SHEET C3.01 GRADING NOTES LEGEND PB
102 715.44
103 724.68 s s s s s s V V V V V V V V V V V V V V
V
V
V
V V
V V
V V V
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V V V V s FH FHFH s s s s s s FH FH s s s s s V ss s s s s FH s s s ss s s s sFH sss V V V Vs s s s V V ss V V s s s s V V s s s s FH s FH V FH X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X Ground Obscured 715 715 715 715
715 715
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Ground Obscured
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Ground Obscured Ground Obscured
Ground Obscured Ground Obscured
(FF 724.9)
(FF 722.5) 720 PB
102 715.44
103 724.68 s s s s s s V V V V V V V V V V V V V V
V
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V V V V
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V V V V s FH FHFH s s s s s s FH FH s s s s s V ss s s s s FH s s s ss s s s sFH sss V V V Vs s s s V V ss V V s s s s V V s s s s FH s FH V FH X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X Ground Obscured 715 715 715 715
715 715
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Ground Obscured
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Ground Obscured Ground Obscured
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Ground Obscured Ground Obscured
Ground Obscured Ground Obscured
(FF 724.9)
(FF 722.5) 720 EX HOSPITAL EX MOB 1 EX MOB 2 EX MOB 3
MAGNOLIA AVE.PROP TOWER PROP TOWER
PROP D&T PARK SIERRA AVE. PROP ROTUNDA PROP PARKING STRUCTURE EX HOSPITAL EX MOB 1 EX MOB 2 EX MOB 3 MAGNOLIA AVE.PROP TOWER PROP TOWER
PROP D&T PARK SIERRA AVE. PROP ROTUNDA PROP PARKING STRUCTURE CITY OF RIVERSIDE Site Development Plan Number:

OWNER: Kaiser Foundation Hospitals PHONE: 626.405.5099 Sheet: MARCH 6, 2020 ADDRESS: 393 E. Walnut Street Pasadena, CA 91188 ARCHITECT, ENGINEER, DESIGNER: CO Architects, Michael Baker International, Ridge Landscape Architects, Glumac PHONE: 323.525.0500 (Architect) ADDRESS: 5055 Wilshire Blvd. 9th Floor, Los Angeles CA 90036 (Architect) TYPE OF DEVELOPMENT: XXXXX LOCATION: 10800 Magnolia Ave. Riverside, CA 92505 ZONE: XXXXX ACCESSOR'S PARCEL NUMBER: 138-470-010 RIVERSIDE MEDICAL CENTER DRAFT PRINT VICINITY MAP GRADING PLAN C3.01 GRADING NOTES LEGEND MATCHLINE - SEE SHEET C3.00 V s s s s s s s s s s s FH FH V V V V V V V V V V V V V V sssssss V V V FHs V s FH s s FH s s s s FH s V s s V V V V V V V V V V V V V V V V V V V V V V V s 100 727.86 104 704.97 s ss sX X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X 720 720
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Ground Obscured
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Ground Obscured Ground Obscured Ground Obscured
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Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
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Elevated Parking Structure
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured
Ground Obscured Elevated Parking Structure
Area Under Construction
Ground Obscured
Ground Obscured
Ground Obscured
(FF 724.9)
(FF 722.5)
ST

ST ST ST ST ST ST ST ST ST ST ST ST ST ST
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ST ST ST ST ST ST ST ST ST ST ST ST ST ST

ST ST FIRE FIRE
FIRE FIRE FIRE FIRE CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW E E E E E E E E E E E E E E E E E E E E E E E E E E S S S C C C C C C C C C C C C C C C C C C C E E E E E E E E E E E E E E E E E E E E C C C S S S S S S S FIRE FIRE FIRE EX HOSPITAL EX MOB 1 EX MOB 2 STAFF PARKING STRUCTURE MAGNOLIA AVE. POLK STREET EX MRI PARKING LOT PROP TOWER MAGNOLIA AVE. MATCHLINE - SEE SHEET C4.01 VICINITY MAP “ ” “ ” “ ” UTILITY NOTES UNDERGROUND UTILITY NOTE LEGEND CITY OF RIVERSIDE Site Development Plan Number:

OWNER: Kaiser Foundation Hospitals PHONE: 626.405.5099 Sheet: MARCH 6, 2020 ADDRESS: 393 E. Walnut Street Pasadena, CA 91188 ARCHITECT, ENGINEER, DESIGNER: CO Architects, Michael Baker International, Ridge Landscape Architects, Glumac PHONE: 323.525.0500 (Architect) ADDRESS: 5055 Wilshire Blvd. 9th Floor, Los Angeles CA 90036 (Architect) TYPE OF DEVELOPMENT: XXXXX LOCATION: 10800 Magnolia Ave. Riverside, CA 92505 ZONE: XXXXX ACCESSOR'S PARCEL NUMBER: 138-470-010 RIVERSIDE MEDICAL CENTER DRAFT PRINT UTILITY PLAN C4.00 PB
103 724.68
V V

V V V V V V V V V
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V
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X X X X X X X X X X X X X X X X X X X X X Ground Obscured 715
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Ground Obscured
Ground Obscured
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Ground Obscured Ground Obscured
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(FF 724.9)
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FIRE W WS C C C C C C C C C C C C C C C C C
C E E E E E E E E E E E E S S S S S S S S S S S S S S S S S S S S S S S S S S S S FIRE FIRE FIRE FIRE EX HOSPITAL EX MOB 1 EX MOB 2 EX MOB 3 MAGNOLIA AVE. PARK SIERRA AVE. PROP TOWER PROP PARKING STRUCTURE PROP D&T MATCHLINE - SEE SHEET C4.00 VICINITY MAP CITY OF RIVERSIDE Site Development Plan Number:

OWNER: Kaiser Foundation Hospitals PHONE: 626.405.5099 Sheet: MARCH 6, 2020 ADDRESS: 393 E. Walnut Street Pasadena, CA 91188 ARCHITECT, ENGINEER, DESIGNER: CO Architects, Michael Baker International, Ridge Landscape Architects, Glumac PHONE: 323.525.0500 (Architect) ADDRESS: 5055 Wilshire Blvd. 9th Floor, Los Angeles CA 90036 (Architect) TYPE OF DEVELOPMENT: XXXXX LOCATION: 10800 Magnolia Ave. Riverside, CA 92505 ZONE: XXXXX ACCESSOR'S PARCEL NUMBER: 138-470-010 RIVERSIDE MEDICAL CENTER DRAFT PRINT “ ” “ ” “ ” UTILITY NOTES UNDERGROUND UTILITY NOTE LEGEND UTILITY PLAN C4.01 PB
V
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Ground Obscured
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Ground Obscured
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(FF 724.9)
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ST ST ST ST ST ST ST ST ST ST ST ST
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CW CW CW CW CW CW CW CW CW CW CW CW CW CW

CW CW CW CW CW CW CW CW CW CW CW CW CW CW
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S FIRE FIRE FIRE FIRE FIRE EX STAFF PARKING STRUCTURE
MAGNOLIA AVE. PARK SIERRA AVE. POLK STREET PROP TOWER EX HOSPITAL EX MOB 1 EX MOB 2 EX MOB 3 PROP TOWEREX MRI PROP D&T PROP PARKING STRUCTURE CITY OF RIVERSIDE Site Development Plan Number:

OWNER: Kaiser Foundation Hospitals PHONE: 626.405.5099 Sheet: MARCH 6, 2020 ADDRESS: 393 E. Walnut Street Pasadena, CA 91188 ARCHITECT, ENGINEER, DESIGNER: CO Architects, Michael Baker International, Ridge Landscape Architects, Glumac PHONE: 323.525.0500 (Architect) ADDRESS: 5055 Wilshire Blvd. 9th Floor, Los Angeles CA 90036 (Architect) TYPE OF DEVELOPMENT: XXXXX LOCATION: 10800 Magnolia Ave. Riverside, CA 92505 ZONE: XXXXX ACCESSOR'S PARCEL NUMBER: 138-470-010 RIVERSIDE MEDICAL CENTER DRAFT PRINT VICINITY MAP BMP PLAN C5.00 LEGEND PB
PB
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Elevated Parking Structure
Area Under Construction
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(FF 724.9)
(FF 722.5)
(FF 722.5) 720
PB
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V
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727.86
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724.68
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704.97 s
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Area Under Construction
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(FF 724.9)
(FF 722.5)
(FF 722.5) 720

ST ST ST ST ST ST ST ST ST ST ST ST
ST ST

ST ST ST ST ST ST ST ST ST ST ST ST
ST ST
W
W
W
W
W
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W
W W

S S S FIRE

FIRE FIRE FIRE

FIRE FIRE FIRE

CW CW CW CW CW CW CW CW CW CW CW CW CW CW

CW CW CW CW CW CW CW CW CW CW CW CW CW CW
W
W
S

E E E E
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C C C C C C C C C C C C
E
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E E E E E E E E E
E

C C C C C C C C C C C C
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C

E E E E E E E E
E

S S S S S
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S S S
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S S S
S
S FIRE FIRE FIRE FIRE FIRE EX HOSPITAL EX MOB 1 EX MOB 2 EX MOB 3 EX STAFF PARKING STRUCTURE MAGNOLIA AVE. EX MRI POLK STREET PARK SIERRA AVE.

ST ST ST ST ST ST ST ST ST ST ST ST
ST ST

ST ST ST ST ST ST ST ST ST ST ST ST
ST ST
W
W
W
W
W
W
W
W W

S S S FIRE

FIRE FIRE FIRE

FIRE FIRE FIRE

CW CW CW CW CW CW CW CW CW CW CW CW CW CW

CW CW CW CW CW CW CW CW CW CW CW CW CW CW
W
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S

E E E E
E
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E
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C C C C C C C C C C C C
E
E E

E E E E E E E E E
E

C C C C C C C C C C C C
C
C

E E E E E E E E
E

S S S S S
S
S
S
S
S
S
S
S
S
S
S
S
S S S
S
S
S S S
S

S FIRE FIRE FIRE FIRE FIRE PROP TOWER

PROP D&T
PROP TOWER CITY OF RIVERSIDE Site Development Plan Number:

OWNER: Kaiser Foundation Hospitals PHONE: 626.405.5099 Sheet: MARCH 6, 2020 ADDRESS: 393 E. Walnut Street Pasadena, CA 91188 ARCHITECT, ENGINEER, DESIGNER: CO Architects, Michael Baker International, Ridge Landscape Architects, Glumac PHONE: 323.525.0500 (Architect) ADDRESS: 5055 Wilshire Blvd. 9th Floor, Los Angeles CA 90036 (Architect) TYPE OF DEVELOPMENT: XXXXX LOCATION: 10800 Magnolia Ave. Riverside, CA 92505 ZONE: XXXXX ACCESSOR'S PARCEL NUMBER: 138-470-010 RIVERSIDE MEDICAL CENTER DRAFT PRINT VICINITY MAP FIRE PROTECTION PLAN C6.00 Steering Angle Lock to Lock Time Articulating Angle WB-50 Trailer Track Tractor Track Trailer Width Tractor Width 3.00 12.50 feet 8.50 : 8.50 8.00 8.00:::0.00 3.00 35.50 7.50 42.50
::: 6.0 17.7 70.0 FIRE PROTECTION LEGEND FIRE NOTES
Appendix C: Existing Conditions Report

EXISTING JUNCTION REPORT
ID Invert Elevation Rim Elevation Depth Head Head Class Pressure Volume Lateral Inflow Total Inflow Flooding 8E31C 701.859985 713.079956 0.30862 702.16864 Below Link Crown 0.133725 0 0 0.260454 0 8E31B 702.390015 712.575317 0.305507 702.695496 Below Link Crown 0.132376 0 0 0.255521 0 8E31AA 702.919983 714.836121 0.302712 703.222717 Below Link Crown 0.131165 0 0 0.253495 0 PROP_1 703.609985 715.5 0.326401 703.936401 Below Link Crown 0.141429 0 0 0.250175 0 8E31A 703.752991 715.879272 0.294174 704.04718 Below Link Crown 0.127466 0 0.043762 0.248677 0

8.00E+31 703.840027 715.879272 0.269318 704.109314 Below Link Crown 0.116696 0 0 0.203576 0 EXIST_1 704.359985 717.043579 0.2651 704.625122 Below Link Crown 0.114868 0 0 0.202752 0

8.00E+32 704.52002 717.043579 0.262788 704.782776 Below Link Crown 0.113866 0 0 0.20253 0

EXISTING PIPE REPORT
ID From ID To ID Type Length Slope Flow Flow Class Depth HGL Velocity Flow VolumeFroude Number Capacity d/DSurcharged d/D Velocity*DepthTop Width Entry Loss Exit Loss Seepage Rate 8E31B_8E31C8E31B 8E31C Circular Pipe462.0005 0.001147 0.260454 Free Surface0.307061 702.6955 1.317011 141.3631 0.503678 0.097397 0.153534 0.404403 1.441045 0 0 0 8E31AA_8E31B 8E31AA 8E31B Circular Pipe462.0003 0.001147 0.255521 Free Surface0.304109 703.2227 1.310184 139.4083 0.503554 0.09605 0.152053 0.398439 1.435255 0 0 0 CDT-1061 PROP_1 8E31AA Circular Pipe287.5468 0.001495 0.253495 Free Surface0.273484 703.9364 1.632223 69.85577 0.661361 0.099902 0.179748 0.446387 1.34392 0 0 0 8E31A_8E31AA 8E31A PROP_1 Circular Pipe 97.4669 0.001477 0.250175 Free Surface0.309787 704.0472 1.346433 28.05361 0.51142 0.119521 0.177309 0.417108 1.336406 0 0 0 8E31_8E31A8.00E+31 8E31A Circular Pipe58.00011 0.001483 0.204915 Free Surface0.281245 704.1093 1.267706 14.52288 0.506451 0.103978 0.160998 0.356536 1.286174 0 0 0 CDT-1059 EXIST_1 8.00E+31 Circular Pipe351.2318 0.001481 0.203576 Free Surface0.267207 704.6251 1.355204 81.63361 0.555628 0.096629 0.152696 0.36212 1.25803 0 0 0 8E32_8E31 8.00E+32 EXIST_1 Circular Pipe105.0479 0.001523 0.202752 Free Surface0.263943 704.7828 1.373914 23.98528 0.566879 0.094927 0.150828 0.362635 1.25163 0 0 0 Appendix D: Proposed Average Conditions Report

AVERAGE JUNCTION REPORT
ID Invert Elevation Rim Elevation Depth Head Head Class Pressure Volume Lateral Inflow Total Inflow Flooding 8E31C 701.859985 713.079956 0.331967 702.192 Below Link Crown 0.143841 0 0 0.303193 0 8E31B 702.390015 712.575317 0.328967 702.719 Below Link Crown 0.142541 0 0 0.298595 0 8E31AA 702.919983 714.836121 0.326559 703.2466 Below Link Crown 0.141498 0 0 0.29673 0 PROP_1 703.609985 715.5 0.350879 703.9609 Below Link Crown 0.152036 0 0.043762 0.293734 0 8E31A 703.752991 715.879272 0.29406 704.0471 Below Link Crown 0.127416 0 0.043762 0.248518 0

8.00E+31 703.840027 715.879272 0.269218 704.1092 Below Link Crown 0.116652 0 0 0.203473 0 EXIST_1 704.359985 717.043579 0.265036 704.6251 Below Link Crown 0.11484 0 0 0.202692 0

8.00E+32 704.52002 717.043579 0.262751 704.7828 Below Link Crown 0.11385 0 0 0.202483 0

AVERAGE PIPE REPORT
ID From ID To ID Type Length Slope Flow Flow Class Depth HGL Velocity Flow VolumeFroude Number Capacity d/DSurcharged d/D Velocity*Depth Top Width Entry Loss Exit Loss Seepage Rate 8E31B_8E31C8E31B 8E31C Circular Pipe462.0005 0.001147 0.303193 Free Surface0.330464 702.719 1.37895 157.1684 0.507687 0.108286 0.165237 0.455694 1.484822 0 0 0 8E31AA_8E31B 8E31AA 8E31B Circular Pipe462.0003 0.001147 0.298595 Free Surface0.327762 703.2466 1.374378 155.2998 0.508222 0.106999 0.163894 0.450469 1.480063 0 0 0 CDT-1061 PROP_1 8E31AA Circular Pipe287.5468 0.001495 0.29673 Free Surface0.294444 703.9609 1.717026 77.62404 0.669377 0.111166 0.19356 0.505568 1.382176 0 0 0 8E31A_8E31AA 8E31A PROP_1 Circular Pipe 97.4669 0.001477 0.249973 Free Surface0.321969 704.0471 1.27283 29.68354 0.473793 0.126331 0.184267 0.409812 1.356502 0 0 0 8E31_8E31A8.00E+31 8E31A Circular Pipe58.00011 0.001483 0.204757 Free Surface0.281138 704.1092 1.267437 14.5149 0.506449 0.10392 0.160929 0.356325 1.285985 0 0 0 CDT-1059 EXIST_1 8.00E+31 Circular Pipe351.2318 0.001481 0.203473 Free Surface0.267125 704.6251 1.355117 81.59759 0.555679 0.096587 0.152644 0.361986 1.257869 0 0 0 8E32_8E31 8.00E+32 EXIST_1 Circular Pipe105.0479 0.001523 0.202692 Free Surface0.263893 704.7828 1.373884 23.9787 0.566922 0.094901 0.150811 0.362558 1.251532 0 0 0 Appendix E: Proposed Peak Conditions Report

PEAK JUNCTION REPORT
ID Invert Elevation Rim Elevation Depth Head Head Class Pressure Volume Lateral Inflow Total Inflow Flooding 8E31C 701.859985 713.079956 0.406385 702.266357 Below Link Crown 0.176087 0 0 0.459464 0 8E31B 702.390015 712.575317 0.403651 702.79364 Below Link Crown 0.174902 0 0 0.455652 0 8E31AA 702.919983 714.836121 0.402025 703.322021 Below Link Crown 0.174197 0 0 0.454103 0 PROP_1 703.609985 715.5 0.426485 704.036499 Below Link Crown 0.184796 0 0.122532 0.451588 0 8E31A 703.752991 715.879272 0.349188 704.102173 Below Link Crown 0.151303 0 0.122532 0.327537 0

8.00E+31 703.840027 715.879272 0.293624 704.133606 Below Link Crown 0.127227 0 0 0.203536 0 EXIST_1 704.359985 717.043579 0.265076 704.625061 Below Link Crown 0.114857 0 0 0.202725 0

8.00E+32 704.52002 717.043579 0.262772 704.782776 Below Link Crown 0.113859 0 0 0.202508 0

PEAK PIPE REPORT
Page ID From ID To ID Type Length Slope Flow Flow Class Depth HGL Velocity Flow VolumeFroude Number Capacity d/DSurcharged d/D Velocity*Depth Top Width 03/08/2017; 00:00 8E31B_8E31C8E31B 8E31C Circular Pipe462.0005 0.001147 0.459464 Free Surface0.405016 702.7936 1.561569 210.3223 0.517059 0.144908 0.202499 0.63246 1.607151 03/08/2017; 00:00 8E31AA_8E31B 8E31AA 8E31B Circular Pipe462.0003 0.001147 0.455652 Free Surface0.402838 703.322 1.560814 208.6782 0.518339 0.143776 0.201415 0.628754 1.604044 03/08/2017; 00:00 CDT-1061 PROP_1 8E31AA Circular Pipe287.5468 0.001495 0.454103 Free Surface 0.36173 704.0365 1.956883 104.1418 0.685026 0.149271 0.23672 0.707863 1.487468 03/08/2017; 00:00 8E31A_8E31AA 8E31A PROP_1 Circular Pipe 97.4669 0.001477 0.329056 Free Surface0.387336 704.1022 1.286519 38.66669 0.43441 0.164528 0.221621 0.498315 1.45352 03/08/2017; 00:00 8E31_8E31A8.00E+31 8E31A Circular Pipe58.00011 0.001483 0.205005 Free Surface0.320904 704.1336 1.048899 17.57677 0.391136 0.125724 0.183651 0.336596 1.354821 03/08/2017; 00:00 CDT-1059 EXIST_1 8.00E+31 Circular Pipe351.2318 0.001481 0.203536 Free Surface0.279349 704.6251 1.271621 87.11524 0.509831 0.10296 0.159619 0.355226 1.281826 03/08/2017; 00:00 8E32_8E31 8.00E+32 EXIST_1 Circular Pipe105.0479 0.001523 0.202725 Free Surface0.263923 704.7828 1.373879 23.98269 0.566887 0.094917 0.150811 0.362598 1.251591 Appendix F: Future Wastewater Collection System Capacity Analysis Map

3WWTF
"L"S
"L"S
"L"S
"L"S
""LL""SS
"L"S
"L"S
"L"S
"L"S
"L"S
"L"S
"L"S
"L"S
"L"S
"L"S
""LL""SS
"L"S
"L"S
"L"S
"L"S
"L"S
"L"S
"L"S
"L"S
"L"S
"L"S
"L"S
"L"S
"L"S
"L"S
"L"S

DEXTER LS

CREST ONTARIO LS
BRYANT

PARK LS
WOOD
LS
MLK#1
LS
JFK
LS
SPRING MT.

RANCH LS

FAIRGROUNDS LS

UNIVERSITY KNOLLS LS

PROPOSED

WOODCREST LS
PIERCE
LS

NEW SERVICE LS
18''
15''
41'' 10''
21''
10''
48''
12''
15''
21''
18''
12''
8''
12''
21''
10''
15''
12''
10'' 12''
42''
27''
27''
18''
72''
10''
12'' 10''
48''
18''
24''
15'' 18''
24''
24''
15''
15''
36''
15''
12''
24''
24''
8''
12'' 12''
12''
42''
27''
18''
27''
4''
12"12"
12"
8''
12''
10'' 12''
10''
10''
8''
8'' 10''
12''
12''
10''
10''
10''
10''
8''
CAPACITY EVALUATION AND PROPOSED IMPROVEMENTS | VOL 3 | CH 7 | CITY OF RIVERSIDE Figure 7.3 Future Wastewater Collection System Capacity Analysis O
0 1 2
Miles
Legend
Future Gravity Main Deficiencies
Exceeds Capacity
Backwater
Secondary
Force Main Deficiencies
Existing Sewer
Gravity Main
Force Main
"L"S Lift Station
3WWTF RWQCP
"L"S Abandon Lift Station
Basin
Arlanza
Phoenix
Northside
Spruce
Tequesquite
City Limits
Highway
41''
48''
48''
48''
48'' 48''
48''
48''
24'' 24''
48'' 48''
48'' 48'' 48''
GRAND
DetailA
DetailA
Abandon Gravity Main
Abandon Force Main
Disclaimer: Features shown in this
figure are for planning purposes and
represent approximate locations.

Engineering and/or survey accuracy
is not implied.

Data Sources: City of Riverside,
GIS Database, and As-Built Records.
"L"S Lift Station Deficiencies
New Service Sewer
New Service Gravity Main
New Service Force Main
"" New Service Lift Station L S
Appendix G : Lift Station Capacity Analysis Table

INITIALSTUDY APPENDIX K
Energy Calculations
Kaiser Permanente Riverside Medical Center Expansion Project Energy Calculations
Phase Name Offroad Equipment Type Amount Usage Hours Horse Power Load Factor Fuel Consumption Rate (gallons per hour)
Duration (total
hours/day) # days Total Fuel Consumption (gallons)
Phase 1-4 Demolition Concrete/Industrial Saws 1 8 81 0.73 2.3652 8 23 435.20 Phase 1-4 Demolition Excavators 3 8 158 0.38 2.4016 24 23 1325.68 Phase 1-4 Demolition Rubber Tired Dozers 2 8 247 0.4 3.952 16 23 1454.34 Phase 1-4 Grading Excavators 2 8 158 0.38 2.4016 16 21 806.94 Phase 1-4 Grading Graders 1 8 187 0.41 3.0668 8 21 515.22 Phase 1-4 Grading Rubber Tired Dozers 1 8 247 0.40 3.952 8 21 663.94 Phase 1-4 Grading Scrapers 2 8 367 0.48 7.0464 16 21 2367.59 Phase 1-4 Grading Tractors/Loaders/Backhoes 2 8 97 0.37 1.4356 16 21 482.36 Phase 1-4 Paving Pavers 2 8 130 0.42 2.184 16 22 768.77 Phase 1-4 Paving Paving Equipment 2 8 132 0.36 1.9008 16 22 669.08 Phase 1-4 Paving Rollers 2 8 80 0.38 1.216 16 22 428.03 Phase 1-4 Building Construction Cranes 1 7 231 0.29 2.6796 7 283 5308.29 Phase 1-4 Building Construction Forklifts 3 8 89 0.20 0.712 24 283 4835.90 Phase 1-4 Building Construction Generator Sets 1 8 84 0.74 2.4864 8 283 5629.21 Phase 1-4 Building Construction Tractors/Loaders/Backhoes 3 7 97 0.37 1.4356 21 283 8531.77 Phase 1-4 Building Construction Welders 1 8 46 0.45 0.828 8 283 1874.59 Phase 1-4 Architectural Coating Air Compressors 1 6 78 0.48 1.4976 6 44 395.37 Phase 5-7 Demolition Concrete/Industrial Saws 1 8 81 0.73 2.3652 8 22 416.28 Phase 5-7 Demolition Excavators 3 8 158 0.38 2.4016 24 22 1268.04 Phase 5-7 Demolition Rubber Tired Dozers 2 8 247 0.4 3.952 16 22 1391.10 Phase 5-7 Grading Excavators 2 8 158 0.38 2.4016 16 44 1690.73 Phase 5-7 Grading Graders 1 8 187 0.41 3.0668 8 44 1079.51 Phase 5-7 Grading Rubber Tired Dozers 1 8 247 0.4 3.952 8 44 1391.10 Phase 5-7 Grading Scrapers 2 8 367 0.48 7.0464 16 44 4960.67 Phase 5-7 Grading Tractors/Loaders/Backhoes 2 8 97 0.37 1.4356 16 44 1010.66 Phase 5-7 Paving Pavers 2 8 130 0.42 2.184 16 43 1502.59 Phase 5-7 Paving Paving Equipment 2 8 132 0.36 1.9008 16 43 1307.75 Phase 5-7 Paving Rollers 2 8 80 0.38 1.216 16 43 836.61 Phase 5-7 Building Construction Cranes 1 7 231 0.29 2.6796 7 673 12623.60 Phase 5-7 Building Construction Forklifts 3 8 89 0.2 0.712 24 673 11500.22 Phase 5-7 Building Construction Generator Sets 1 8 84 0.74 2.4864 8 673 13386.78 Phase 5-7 Building Construction Tractors/Loaders/Backhoes 3 7 97 0.37 1.4356 21 673 20289.33 Phase 5-7 Building Construction Welders 1 8 46 0.45 0.828 8 673 4457.95 Phase 5-7 Architectural Coating Air Compressors 1 6 78 0.48 1.4976 6 88 790.73 Total: 116,396
Notes: Off-Site Mobile Construction Total: 188,252
Fuel Consumption Rate = Horsepower x Load Factor x Fuel Consumption Factor TOTAL: 304,648 Where:

Fuel Consumption Factor for a diesel engine is 0.04 gallons per horsepower per hour (gal/hp/hr) and a gasoline engine is 0.06 gal/hp/hr.

Source: Refer to CalEEMod outputs for assumptions used in this analysis.

INITIALSTUDY APPENDIX L
Native Soils Memorandum
2883 East Spring Street, Suite 300
Long Beach CA 90806
Tel 562.426.3355
Fax 562.426.6424

August 24, 2021
Project No. 190919.3
Mr. Edward Bacic
Regional Program Manager
Kaiser Foundation Health Plan
NFS Capital Projects Group
Southern California Service Delivery Team
182 Granite Street, Suite 106
Corona, CA 92879
Subject: Potential to Encounter Native Soils
Proposed Hospital Expansion
Kaiser Permanente Riverside Medical Center, OSHPD ID: 106334025 Riverside, California
Dear Mr. Bacic,
Twining, Inc. (Twining) is please to provide this letter to describe the potential for encountering native soil at the Proposed Hospital Expansion site at the Riverside Medical Center in Riverside, California.

The information provided in this letter is based on the geotechnical engineering investigation that Twining performed for the project. We performed several borings at the project site related to the proposed expansion of the existing hospital and our findings with respect to the presence of native alluvial soils (i.e., soil that has been deposited by erosion and river deposition during the Pleistocene epoch) at the project site.

In general, the site has little to no artificial fill and native alluvial soil is present near the ground surface within the areas of the new tower and the new propane tanks/generator pad. Approximately 2 to 4 feet of fill within the area of the propane tanks/generator pad was encountered in our borings with native alluvial soil below the fill; native alluvial soils were encountered immediately below the new tower area with no evidence of artificial fill in this area. We understand excavations for the tower will extend to depths of approximately 20 to 25 feet; those excavations are anticipated to encounter native alluvial soil for the entire depth of the excavation.

We trust this information meets your needs at this time. If you have any other questions, please feel free to reach out to Paul Soltis, GE, at 562-972-3068 or via email at [email protected].

Respectfully submitted,
Twining, Inc.

Paul Soltis, PE, GE
Vice President, Geotechnical Engineering